[HISTORY: Adopted by the Butler Area Sewer Authority 4-18-1995; as revised 1-28-2009. Subsequent amendments noted where applicable.]
[Revised 11/11/2020]
Three copies of plans should be submitted on 24 inches by 36
inches sheets showing plan views to a scale of one inch equals 50
feet and profiles to a scale of one inch equals 50 feet horizontally
and one inch equals 10 feet vertically, a North point, a suitable
title block, date and the name of the engineer or surveyor and imprint
of his registration seal. All public or private easements for sanitary
sewers must be labeled, must be adequately described, preferably with
metes and bounds descriptions, and be tied to property corners where
the easements enter and exit the properties.
[Revised 11/11/2020]
Sewers shall be designed in accordance with the Domestic Wastewater
Facilities Manual of the PA Department of Environmental Protection
and the construction details and drawings which are a part of these
Rules and Regulations.[1]
[1]
Editor's Note: Said construction details and drawings are
included in this Manual as Appendixes 1 through 16.
Construction of sewers will not be permitted until the proper
state permits have been obtained.
[Revised 11/11/2020]
Prior to final acceptance of the sewers by the Butler Area Sewer
Authority, the developer shall submit one set of complete and final
as-constructed ("as-built") drawings of the sanitary sewer system
extension to the Authority for review and approval. The information
required shall include, but not be limited to, the turning angle and
distance between manholes, the top elevation of each manhole, the
invert elevation of each pipe entering and leaving each manhole, the
exact location of all house sewer connections relative to the nearest
manhole downstream, the length of each six-inch lateral, and the location
and invert elevation of each inspection tee at the end of each lateral.
After the Authority has approved (in writing) the “as-built”
drawings, the developer shall submit complete and final “as-built”
drawings sealed by a Professional Engineer. The “as-builts”
shall be in the form of both 1) reproducible Mylar drawings, and 2)
digital GPS coordinates of the manhole centers referenced to the PA
State Plane Coordinate System.
Easements shall be recorded in the name of the Butler Area Sewer
Authority for all sewers to be constructed outside dedicated street
rights-of-way.
The designated Inspector of the Butler Area Sewer Authority
shall be given at least 24 hours' notice before construction begins.
(A)
The developer shall agree, in writing, at the time plans are
submitted to reimburse the Authority for all costs and fees relative
to review and approval of the plans and all costs of inspection of
construction of all sanitary sewers. The amount and type of inspection
required shall be determined by the Authority during construction.
(B)
No sewers constructed by a developer will be approved for use
or accepted by the Authority until said sewers are formally approved
by the Authority and the Authority has been reimbursed in full for
all costs incurred during construction.
(A)
The developer shall submit a construction schedule showing dates
of commencement and completion of the project.
(B)
Prior to the installation of any material or equipment on the
project, the developer shall submit to the Authority's representative
for approval three copies of all shop drawings, laying schedules,
manufacturer specification, certifications and drawings.
(C)
The developer shall indicate his review and approval of all
submitted materials with an appropriate stamp and signature.
(A)
All pipe, materials and equipment furnished shall be new and
guaranteed by the developer and manufacturers to be free from defect,
materials, and workmanship. The developer shall replace any pipe,
equipment or materials which prove to be defective or which show undue
wear within 18 months after having been placed in satisfactory operation
and accepted by the Authority.
(A)
It shall be the developer's responsibility to take whatever
measures he deems necessary to protect the facilities from damage
due to storm- and floodwaters during the construction stage and until
such time as they are formally accepted by the Authority.
(A)
The Authority will obtain the required permit from the Pennsylvania
Department of Transportation (to cross or otherwise occupy those streets
or roads specifically designated to be a part of the state highway
system.) The developer, however, shall conduct all work in accordance
with its rules and regulations and in accordance with the laws, rules,
and/or regulations of all other authorities having jurisdiction over
the required construction work. All permits other than PennDOT shall
be obtained and paid for by the developer. Any and all inspection
and/or flagmen costs incurred and deemed necessary by the governing
agencies at any and all locations where work is performed shall be
borne by the developer.
(B)
The use of equipment on state highways and all related construction
activities shall comply with the provisions of the Pennsylvania Code,
Title 67, Chapter 459, "Occupancy of Highways by Utilities," or latest
revision.
(A)
The stipulation regarding traffic shall conform to the authority
having jurisdiction over the highway in question. In general, a minimum
of one lane of traffic shall be maintained on all streets and roads
at all times during construction in order to accommodate the residents
of the area as well as emergency fire, ambulance and similar vehicular
traffic. To this end, the developer will be permitted to open not
more than 100 linear feet of ditch along streets and roads. An adequate
number of flagmen shall be utilized to guide traffic along all areas
where work is being performed or where hazardous driving conditions
prevail.
(B)
Maintenance and protection of traffic on the Pennsylvania Department
of Transportation's highway system shall be carried out in accordance
with the applicable provisions of Publication 203. The developer shall
be required to obtain an approved traffic control plan from the Pennsylvania
Department of Transportation when working on state highways.
(C)
The developer must obtain written permission from the respective
authority, the local fire and police departments before blocking or
closing any street or traveled way.
(A)
Suitable and adequate barricades shall be erected and properly
maintained by the developer at all times during the course of construction
work to clearly and properly caution and protect traffic and pedestrians
from open excavations, unstable fill areas, obstructions and other
hazards directly or indirectly resulting from the construction activities.
Warning signs, barricades, and handrails shall be erected and sufficient
high intensity warning lights shall be appropriately located for use
at night and at other times when visibility is poor. Also, if necessary,
a watchman or flagman shall be employed to control traffic at such
times as the developer's work would interfere with the flow of traffic.
(B)
All barricades, warning lights, warning signs, and handrails
shall be maintained throughout the construction contract, including
all times overnight, over weekend periods, over holidays, and over
all other work shutdown or stoppage periods.
(A)
The developer will not be permitted to use existing sanitary
sewer systems as drain lines for the construction work. He shall be
responsible for all surface water runoff and/or groundwater tributary
to the pipeline and/or trenches constructed and shall supply the necessary
dewatering and pumping equipment for handling those flows during construction.
(A)
The developer shall employ a competent survey crew, satisfactory
to the Authority's representative, to lay out the work.
(A)
All blasting shall be done by licensed blasters, and the developer
shall conform to all federal, state and local laws and regulations
regarding transportation, storage and use of explosives.
(A)
The depth of trenches shall be such that the location of the
proposed pipes will conform with the lines and grades shown on the
plans or as approved by the Authority's representative in the field
during construction. The shape of all trenches above and within the
pipe zone, the construction methods employed, the general excavation
requirements, the general trenching requirements, and the minimum
regulations for trench shoring shall conform with the regulations
set forth under Subpart P, "Excavations, Trenching and Shoring" published
as part of the Safety and Health Regulations for Construction by the
United States Department of Labor, as amended. No trenching excavation
work shall be performed which is not in accordance with those regulations.
(B)
The shape of the trenches in the "pipe zone" (which shall be
construed to be that portion of the trench between the trench bottom
and an elevation one foot above the top of the pipe), shall conform
to the configuration identified as "typical bedding" on Standard Drawing
No. 1.[1] The developer is herein advised that if trench widths
in the pipe zone exceed the outside diameter of the pipe plus two
feet, and if the Authority's representative determines that such excessive
widths will result in structural loadings for which the pipe is not
designed, he shall be required to bed the pipe on concrete cradle
as directed by the Authority's representative.
[1]
Editor's Note: See Appendix 1, BASA Standard Drawing 1, Pipe
Bedding.
(C)
The bottom of all trenches shall be excavated to a depth of
0.5 feet below the bottom of the proposed lines to accommodate the
bedding hereinafter specified.
(D)
The depth of trench for pipeline shall be such that pipe in
its installed position will comply with the lines and grades shown
on the plans or as approved by the Authority's representative in the
field during construction. The minimum cover for pipelines conveying
liquid shall be four feet unless otherwise indicated on the plans.
(E)
All open excavation in the construction area shall be adequately
barricaded and posted with battery-operated warning lights, signs,
etc., as required by any local, state or federal regulations.
(F)
All inlets and discharge piping within the area of the manhole
excavation shall be properly supported or installed in concrete cradle,
and the cradle shall extend a minimum of three feet and as far into
the pipe trench as necessary to protect the pipe to where standard
trench conditions are reached.
(A)
The developer shall furnish and apply a commercial grade of
calcium chloride (meeting the requirements of ASTM D98) and/or water
for laying dust caused from excavation or grading operations during
construction. Method and rates of application shall be approved by
the Authority's representative. He shall also flush streets and highways
and mechanically, manually, or otherwise continually maintain those
traveled roadways where dust, mud, frozen material, debris, unstabilized
fills, stockpiles, or other results of construction of the project
are hazardous to traffic both during and after working hours throughout
the construction.
(B)
Open trenches located along or across traveled ways shall be
made safe for vehicular traffic as soon as possible.
(A)
The developer shall provide and maintain in operation suitable
and adequate pumping and/or well point equipment for completely dewatering
any and all trench excavations in such as manner as to permit the
successful installation of the proposed improvements.
(B)
The developer shall take all necessary precautions to protect
all construction against flooding and/or flotation from hydrostatic
uplift.
(C)
All water pumped or drained from the construction site shall
be properly disposed of by the developer in accordance with all regulations
and requirements of all governing authorities, including erosion and
sedimentation control activities. No stormwater or surface water shall
be disposed of in new or existing sanitary sewer facilities.
(A)
Alignment.
[Added 12/13/2022[1]]
1.
Normally
sewers 24 inches or less in diameter shall be laid with straight alignment
between manholes. The alignment shall be checked by either using a
laser beam or lamping. Compression or chemically welded joints shall
be used, and joint deflection or pull shall not exceed the maximum
permissible under ASTM pipe or joint standards C-425, C-447 and C-361.
Chemically welded pipe joint specifications D-2680 or equivalent shall
apply. The specifications shall contain provisions for sewer cleaning
equipment which will adequately maintain the flow capacity of the
sewers and will prevent damage during the cleaning operation. Reference: DEP Domestic Wastewater Facilities Manual 362-0300-001
/ 10/1/97 / Page 18.
[1]
Editor's Note: This resolution also redesignated former Subsections
A through E as Subsections B through F, respectively.
(B)
Before
any pipe is installed in trenches, it shall be inspected for damage
and the inside of the pipe shall be swabbed to remove loose dirt and
foreign objects. No damaged pipe will be permitted to be installed.
(C)
All pipe shall be installed to the lines and grades shown on
the drawings or as approved by the Authority's representative in the
field. No pipes shall be constructed in trenches in which water flows
or is pooled, and all pipes shall be carefully handled in the ditch
to keep the jointing ends and materials free from dirt during installation.
During shutdown periods and at the end of each day, all open ends
of pipes shall be suitably plugged to prevent the inflow of water,
dirt, foreign objects, etc.
(D)
Sewers shall show, substantially, a full circle of light between
manholes.
(E)
Each pipe manufacturer shall furnish a pipe installation manual
for the developer and the Authority's representative for each different
type of pipe supplied. Each pipe manufacturer shall also furnish a
representative to remain on the job site for a sufficient period of
time at the start of the job to instruct the developer's personnel
and to ensure proper installation of the pipe.
(F)
Flexible couplings furnished under this contract shall be nonshear
and designed to resist uneven ground loading shear stress. Flexible
couplings shall be fabricated of elastomeric polyvinyl chloride (PVC).
All clamps, including the band and housing, shall be stainless steel
series 300. Couplings shall be designed to connect any two pipes of
dissimilar materials to form a positive seal against inflow and infiltration.
Couplings shall be nonshear coupling as manufactured by DFW/HPI Plastics,
Inc., or Authority-approved equal.
(A)
All proposed pipeline shall be supported on a crushed limestone
material such as (AASHTO) No. 57 or No. 67 stone, [see PennDOT Publication
408, Section 703.2(c), Table C] or similar angular graded material,
not to exceed 1 1/2 inches, approved by the Authority's representative.
Smooth or rounded gravel will not be acceptable. The material shall
be placed to a minimum depth of 0.5 feet below the bottom of the pipe
and installed to the spring line of the pipe for the full width of
the trench. For all types of pipe, said material shall further be
required to be placed in the entire pipe zone, defined as all that
portion of the trench between the trench bottom and an elevation one
foot above the top of the pipe in its installed position. The bedding
and backfill material shall then be choked, as required by the Authority's
representative, with approved material in sufficient quantities to
prevent migrations of the surrounding soils into the bedding and backfill.
The material shall be placed in the pipe zone in such a manner as
to not disturb, displace, or otherwise misalign the installed pipelines.
(A)
In general, the material excavated during trenching and other
construction operations shall be used as backfill between the top
of the pipe zone and the bottom of the topsoil or other unimproved
surface treatments. Said material shall be used for full depth of
trench to the finished ground surface where the ground is unimproved.
Where open cuts are located in state roads, streets, driveways, shoulders,
alleys, parking lots or under any paved cartway or improved surface
area subject to vehicular traffic, the material used above the pipe
zone shall be PennDOT No. 2A crushed limestone aggregate [see PennDOT
Publication 408, Section 703.2(c), Table C] or similar material as
approved by the Authority's representative. The material shall be
used for the full depth of trench above the pipe zone to the bottom
of the road, street, driveway or shoulder subbase. The entire depth
within the backfilled area shall be compacted to provide the minimum
percentage of density specified for each area of classification:
1.
Percentage of maximum density and optimum water content requirements.
Compact soil to not less than the following percentages of maximum
dry density for soils which exhibit a well-defined moisture density
relationship, determined in accordance with ASTM D1557, and not less
than the following percentages of relative density, determined in
accordance with ANSI/ASTM D2049, for soils which will not exhibit
a well-defined moisture-density relationship.
(a)
Structures. Compact top 12 inches of subgrade and each layer
of backfill or fill at 95% maximum dry density at a moisture content
that lies within 3% of the optimum moisture content or 80% relative
density.
(b)
Building slabs and steps. Compact top 12 inches of subgrade
and each layer of backfill or fill material at 95% maximum dry density
at a moisture content that lies within 3% of the optimum moisture
content or 80% relative density.
(c)
Lawn or unpaved areas. Compact top six inches of subgrade and
each layer of backfill or fill material at 90% maximum dry density
at a moisture content that lies within 3% of the optimum moisture
content.
(d)
Walkways. Compact top six inches of subgrade and each layer
of backfill or fill material at 95% maximum dry density at a moisture
content that lies within 3% of the optimum moisture content or 80%
relative density.
(e)
Pavements. Compact top 12 inches of subgrade and each layer
of backfill or fill material at 95% maximum dry density at a moisture
content that lies within 3% of the optimum moisture content or 80%
relative density for cohesionless granular materials.
(B)
In the event that the developer desires to employ the use of
special vibratory and/or heavy-duty machinery for that purpose, such
methods will be approved by the Authority's representative, subject
to demonstration by the developer that satisfactory end results can
be attained. Flooding of trenches will similarly be considered. In
any event, restoration of trench settlements occurring within 18 months
after completion of the work shall be the responsibility of the developer
at no extra cost to the Authority. Particular care shall be exercised
by the developer in backfilling trenches located along or crossing
streets, street berms, roadways, parking areas, and other traveled
ways, such that the resumption of normal traffic patterns will occur
reasonably soon after the pipe in those areas has been installed.
(A)
Where, because of local, county, state, or other regulations,
special backfill material is required to be installed in unimproved
cut areas, the Authority and/or its representative in the field will
specify to the developer the type of said special backfill material
and the same shall be obtained, placed, and thoroughly compacted by
the developer.
(B)
Where muck, quicksand, soft clay, swampy or other material is
encountered in the trench bottom which, in the opinion of the Authority's
representative, is unsuitable for pipe foundation subgrade or backfill,
such material shall be removed to a depth satisfactory to the Authority's
representative. The trench shall then be backfilled to grade with
acceptable Authority-approved material, mechanically compacted in
successive layers.
(C)
Where sanitary sewers are constructed within engineered structural
fills, the developer must provide the Authority written certification
from a Pennsylvania Registered Geotechnical Engineer that all fill
has been placed and compacted properly within the areas of the sanitary
sewer system.
[Added 11/11/2020]
(A)
For all new manholes installed in streets, roads, or other improved
surface areas, the entire excavated area around the new manhole shall
be backfilled with crushed limestone material such as AASHTO No. 57
or No. 67 stone [see PennDOT Publication 408, Section 703.2(c), Table
C], or similar material approved by the Authority's representative.
The backfill material shall be installed completely around the manhole
from its bottom base up to the bottom of the improved surface area.
The stone shall further be required to be placed in the inlet and
outlet pipe trench area of the manhole so that its surface forms an
approximate 45° angle with the top of the manhole.
(B)
For all new manholes installed in unimproved surface areas,
the entire excavated area around the new manhole shall be backfilled
with crushed limestone material such as AASHTO No. 57 or No. 67 stone
[see PennDOT Publication 408, Section 703.2(c), Table C] or similar
material approved by the Authority's representative. The backfill
material shall be installed completely around the manhole from its
bottom base up to a point 12 inches above the top of the highest pipe
entering the manhole.
(A)
Polyvinyl chloride (PVC) sewer pipe and fittings furnished shall
conform to ASTM specifications D3034, or latest revision, SDR 35 (with
a cell classification of 12454B). PVC sewer pipe shall be supplied
in minimum 12.5-foot lengths except where connections to manholes
or main line wye branches are to be made, in which case a shorter
length will be permitted to be installed. Joints shall be elastomeric
gasket type. Where any portion of the pipe zone of a sewer segment
exceeds 18 vertical feet, or where sanitary sewers are constructed
within engineered structural fills, the entire run from manhole to
manhole must be constructed using C900 PVC (green) or ductile iron
pipe, and the sewer easement must be 30 feet in width for the entire
run, with the center line of the pipe at least 15 feet from the edge
of the sanitary sewer easement, utility easement, or property line.
[Revised 11/11/2020]
(B)
Prior to delivery to the job site, the pipe manufacturer shall
submit three notarized copies of certifications to the Authority's
representative that the pipe has been manufactured, inspected, and
tested according to these specifications and meets all requirements
thereof and all pipe delivered shall be so marked. All PVC pipe furnished
shall be tested for stiffness and deflection. Not less than one length
of pipe out of each 200 lengths furnished, or less that two lengths
of each size and strength of pipe furnished, shall be tested. Three
notarized copies of all test reports shall also be submitted to the
Authority's representative.
(C)
PVC sewer pipe shall be transported, unloaded, handled, and
installed in strict accordance with the manufacturer's recommendations
by personnel experienced in laying such pipe. The manufacturer shall
furnish a representative to remain on the job site for a sufficient
period of time at the start of the job to instruct the developer's
personnel and to ensure proper construction of the sewer lines.
(D)
After the PVC pipe has been installed for a period of at least
60 days, the trench backfilled and tamped to original ground, and
the pipe tested for water tightness, the contractor, at his own expense,
may be required to perform a field test to demonstrate that the PVC
pipe has not deflected beyond 5% of the diameter of the pipe. The
test and results will be approved by the Authority's representative.
(E)
An approved manhole coupling or flexible water stop shall be
installed around the pipe when it enters and leaves each manhole,
concrete encasement, concrete water stop or anchor, or concrete structure.
(A)
Polyvinyl chloride pipe (PVC) shall be designed, manufactured,
and tested in strict accordance with ASTM D2241. Three notarized copies
of all test reports shall be submitted to the Authority's representative.
The pipe shall be designed for installation in trenches with an average
depth of five feet and be pressure rated at 200 psi minimum with minimum
standard dimension ratio (SDR) of 21 for both barrel and bell dimensions.
Pipe greater than 20 feet in length will not be accepted. Pipe shall
bear the National Sanitation Foundation seal of approval and will
comply with the requirements for Type 1, Grade 1, (PVC 1120) of ASTM
D1874. The joint shall be the push-on type with a rubber O-ring gasket
conforming to ASTM D1869.
(B)
Prior to delivery to the job site, the pipe manufacturer shall
submit three notarized copies of certification that the pipe has been
manufactured, inspected, and tested according to these specifications
and meets all requirements thereof and all pipe delivered shall be
so marked.
(C)
All pipe supplied shall be made by one manufacturer.
(D)
The weight of any fittings, valve, or various appurtenance required
in the control, operation, or maintenance of the system shall not
be carried by the PVC pipe. The valve, fitting, etc., must be supported
by a concrete cradle.
(E)
All fittings for PVC pressure pipe shall conform in all respects
to ANSI specification A21.10, "Cast Iron and Ductile Iron Fittings,
two inches through 48 inches for Water and Other Liquids," and shall
be at least 250-psi pressure classification. Fittings with wall thickness
not conforming to ANSI A21.10 will not be permitted. Joints shall
be push-on or mechanical joint, rubber gasket type, in general accord
with ANSI specification A21.11. Fittings shall be double cement lined
and coated with a standard-thickness bituminous material.
(F)
PVC pressure pipe shall be transported, unloaded, handled, and
installed in strict accordance with the manufacture's recommendations
by personnel experienced in laying such pipe. The manufacturer shall
furnish a representative to remain on the job site for a sufficient
period of time at the start of the job to instruct the developer's
personnel and to ensure proper construction of the lines.
(A)
A detectable Mylar marking tape shall be installed over all
nonmetallic pressure lines by the developer. It shall be inductively
locatable and conductively traceable using standard pipe and/or cable
locating devices. Care will be taken to ensure that the buried marking
tape is Mylar-encased aluminum foil. The detectable marking tape will
bear the words CAUTION — FORCE MAIN BURIED BELOW. The printing
will be under Mylar so as to be readable through the clear Mylar.
Maximum spacing between the continuous warning message shall be 16
inches to 36 inches The tape will be a highly visible color and will
be minimum three inches in width. The detectable marking tape will
be buried four inches to six inches below finish grade or as close
to grade as is practical for optimum detectability. The tape should
be placed into backfill and allowed to settle into place in the backfill.
(A)
Location.
[Added 12/13/2022[1]]
1.
Manholes
shall be installed at all changes in grade and size, changes in alignment
for sewers less than 24 inches in diameter, at all intersections and
at distances not greater than 400 feet for sewers 15 inches or less
and 500 feet for sewers 18 inches to 30 inches. Greater spacing may
be permitted in larger lines where adequate cleaning equipment for
such spacing is provided. Cleanouts may be used only for special conditions
and shall not be substituted for manholes nor installed at the end
of laterals greater than 150 feet in length. The location of manholes
in streams should be avoided. All manholes subject to flooding shall
be protected with watertight covers. Reference: DEP Domestic
Wastewater Facilities Manual 362-0300-001 / 10/1/97 / Page 20-21.
[1]
Editor's Note: This resolution also redesignated former Subsections
A through U as Subsections B through Z, respectively.
(B)
All
manholes shall consist of either precast concrete base section manholes
or cast-in-place concrete base section manholes. All inverts in the
manhole must provide a minimum of 0.2 foot of fall through the manhole.
However, when sewer pipes' grades are greater than 5%, the grade shall
be carried through the manhole.
[Revised 11/11/2020]
(D)
All cast-in-place concrete base section manholes shall conform
to the details shown on BASA Drawing No. 2 (for sewers 8 inches through
21 inches).[3][Revised 11/11/2020]
Precast Concrete Base Sections:
[3]
Editor's Note: See Appendix 2, BASA Drawing 2, Concrete Manhole
for Sewers 8" to 21" Dia. With Cast-in-Place Section.
(E)
The precast concrete base slab and precast concrete base riser
sections shall be poured monolithically with the base riser section
having a minimum height of two feet above the top of the base and
the base slab extending a minimum of six inches beyond the outside
diameter of the precast base riser section. The base slab section
shall be installed on a twelve-inch-thick (minimum) subbase of (AASHTO)
No. 57 or No. 67 [see PennDOT Publication 408, Section 703.2(c), Table
C] compacted crushed stone. Prior to installing the subbase stone,
the excavated subbase area below the manhole shall be thoroughly and
evenly compacted.
(F)
An Authority-approved flexible manhole sleeve shall be installed
in the precast base or riser section by the manhole manufacturer for
a watertight installation. The flexible watertight sleeve shall be
a set a minimum of four inches above the manhole floor. The influent
and effluent flexible sleeves shall be set at elevations which will
maintain a minimum uniform grade through the manhole equal to the
grade of the sewers upstream or downstream of the respective manholes.
Manholes shall not be ordered by the developer from the manufacturer
until complete field layout of the proposed pipe line is established,
staked, and approved by the Authority's representative. This field
layout will establish the proper horizontal and vertical alignments
on influent and effluent lines of the manholes. No manholes shall
be delivered to the site unless and until receipt by the Authority's
representative of notarized certification that the manhole base slab
is monolithically poured with the vertical base riser section, that
the required and specified air entrained concrete is being used, and
that all manhole sections and materials meet the appropriate specifications.
(G)
All manholes shall be installed in accordance with the details
outlined herein and as may be directed in the field by the Authority's
representative. All manholes are subject to final field acceptance
by the Authority's representative.
Cast-in-Place Concrete Base Sections:
(H)
The cast-in-place concrete base sections shall be as detailed
on the respective drawings, including base reinforcement.
(I)
Joints at the bottom of the precast manhole barrel where connection
is made with the precast or cast-in-place concrete base shall be made
to produce a watertight installation. The joints in the precast concrete
manhole barrels (and between all precast concrete grade rings) shall
be filled with two complete rings of a one-inch-diameter approved
flexible butyl rubber manhole joint sealant.
(J)
All manholes shall have poured-in-place inverts. No precast
or prepoured inverts will be permitted.
(K)
The developer shall carefully form all full pipe depth channels
and bench areas in manhole bottoms such that the least amount of turbulence
will be caused in the sewage flow. All channels shall be steel trowel
finished.
(L)
Frames and covers for all standard manholes shall be fabricated
of cast iron and be of uniform quality, free from blowholes, porosity,
hard spots, blisters, shrinkage distortion or other defects. They
shall be smooth and well-cleaned by shotblasting. Materials used in
the manufacture of castings shall conform to ASTM A48, or latest revision,
Class 30 or better. All castings shall be manufactured true to pattern
and component parts shall fit together in a satisfactory manner. All
frames and covers shall have machined bearing surfaces to prevent
rocking and rattling. All frames and covers shall receive a factory
painting of a manufacturer-recommended black asphaltum or bitumastic
coating which shall be smooth and durable with no tendency to scale
or chip off. The standard manhole frame and cover shall conform to
the details as shown on BASA Drawing No. 3 for a minimum 27 inches
frame size.[4] The final setting of manhole castings shall be such that
they conform with the existing ground slopes and/or final design elevations
and shall be set to exclude surface water. Where manholes are located
along creeks or low areas subject to flooding and in areas where they
are subject to being covered, the top elevation shall be set above
the ground and landscaped as indicated on the contract drawings and/or
as directed by the Authority's representative. On each manhole, two
complete rings of a one-half-inch-diameter approved flexible butyl
rubber joint sealant shall be installed between the bottom of the
frame and the top of the concrete of the manhole. Two three-fourths-inch
anchor bolts shall be provided for all frames. All outer covers shall
be furnished with the lettering "Sanitary Sewer."
[Revised 11/11/2020]
[4]
Editor's Note: See Appendix 3, BASA Drawing 3, Circular Manhole
Frame and Cover.
(M)
Ladder bars, furnished for manholes and concrete chambers, shall
be designed in accordance with the latest requirements of ASTM C478
and shall generally conform to the configuration and dimensions indicated
on Standard Drawing No. 5.[5] Ladder bars to be embedded in cast-in-place concrete structures
shall be cast in place at the time of pour.
[5]
Editor's Note: See Appendix 5, BASA Standard Drawing 5, Ladder
Bars for Manholes.
(N)
Ladder bars shall be fabricated of gray iron construction (minimum
tensile strength: 40,000 psi) or, as alternate, a minimum three-eighths-inch
round (minimum) steel step encapsulated with copolymer polypropylene
plastics. The steps shall be capable of withstanding the design loading
required in ASTM C478 specifications at a temperature of 0° F.
with no structural failure.
(O)
An approved manhole coupling or flexible water stop shall be
installed around all pipe where it enters and leaves each manhole.
(P)
Wherever sewers enter manholes such that the influent inverts
are in excess of two feet above the main invert of the manhole, drop
connections shall be constructed in conformance with the details on
BASA Drawing No. 6.[6] Wherever sewers enter manholes such that the influent
invert of the sewer is above, but less than two feet above, the manhole
bottom, a channeled concrete fillet shall be constructed to prevent
the flow from splashing into the manhole. The channeled concrete fillet
shall be steel trowel finished. All manhole flow channels shall be
steel trowel finished.
[Revised 11/11/2020]
[6]
Editor's Note: See Appendix 6, BASA Drawing 6, Inside Manhole
Drop Connection for 6", 8", 10" and 12" Pipes.
(Q)
Manhole eccentric cone sections, precast base sections, flat
top sections, and barrel sections shall not have more than two lifting
holes per section for handling and installation purposes. After installation,
the holes shall be sealed (both inside and outside) and made completely
watertight. All sections shall also receive a factory-applied waterproof
coating on all exterior surfaces. Materials shall be as recommended
by the manhole manufacturer. The Developer shall provide final touch-up
coating to maintain complete integrity or repair damaged coated areas.
(R)
All of the above manhole sections shall be handled according
to the manufacturer's recommendations so as to avoid chipping, cracking,
or breaking. Any section damaged in transporting, handling, or installation
shall be replaced.
(S)
Each manhole section supplied shall be plainly marked on the
inside of the manhole section to indicate the date of manufacture
and the name and/or trademark of the manufacturer.
(T)
Prior to delivery to the job site, the manufacturer shall submit
to the Authority's representative three notarized copies of certifications
that all manhole sections and materials were manufactured, inspected
and tested in accordance with these specifications and meet all of
the requirements hereof.
(U)
Prior to delivery to the job site, shop drawing details of all
manhole appurtenances shall be submitted to the Authority's representative
for approval, including frame and cover, steps, joint sealant, barrel
and eccentric cone sections, and precast base sections.
(V)
All concrete utilized for manholes (precast and cast-in-place)
shall be in conformance with the concrete section of these specifications,
including air entrainment requirements.
(A)
Main line wye branches shall be the prefabricated wye branch
type with a six-inch-diameter branch size. Connection fitting shall
be utilized as shown on BASA Drawing No. 11.[1] Other construction details shall conform with those shown
on that drawing.
[Revised 11/11/2020]
[1]
Editor's Note: See Appendix 11, BASA Drawing 11, Sanitary
Service Connections Using Wye Fittings and Saddles.
(B)
All main line wye branches shall be installed so as to direct
the flow from the service sewer downstream. The angle between the
upstream main line and the service sewer shall not be greater than
60°, and in no case will 90° main line wye branch tee connections
be permitted.
(A)
All service sewers shall be six-inch-diameter pipe.
(B)
All six-inch-diameter service sewers shall be laid to a uniform
grade no less than 1/8 inch per foot and to a straight line. The service
sewer shall be terminated with an inspection tee constructed in conformance
with the details on BASA Drawing No. 14.[1]
[Revised 11/11/2020]
[1]
Editor's Note: See Appendix 14, BASA Drawing 14, Inspection
Tee.
(C)
The service sewers shall be six-inch-diameter pipe and of the
same material as the main line sewer. Class of pipe shall be PVC –
SDR 35 ASTM D3034.
(D)
The developer shall furnish to the Authority a separate wye
sheet for each service line or lot. (See BASA Drawing No. 12.[2]) Each wye sheet shall include all the information as specified
on the drawing, as well as a sketch showing the installation and reference
measurements as outlined on the sample. Blank forms of the wye sheet
will be supplied by the Authority prior to the start of construction.
[Revised 11/11/2020]
[2]
Editor's Note: See Appendix 12, BASA Drawing 12, Wye Sheet.
(A)
The developer shall furnish all material, equipment, labor,
and services to completely install all of the concrete work as hereinafter
specified and as indicated on the drawings.
(B)
All concrete, grout and all ingredients thereof, including water,
shall be subject to the approval of the Authority's representative.
The developer shall notify the Authority's representative at least
24 hours in advance of each concrete pour, and no concrete shall be
poured until the excavations and reinforcement have been approved
by the Authority's representative. No concrete shall be deposited
upon frozen, loose, or otherwise unstable ground. All concrete to
be used in this work shall be ready-mix concrete conforming to the
requirements of ASTM C94 (latest revision).
(C)
The component materials of the concrete shall meet the following
requirements:
1.
Cement. Portland cement shall conform to the Standard Specifications
for Portland Cement of the American Society for Testing Materials,
serial designation C150, Type II.
2.
Aggregates. Concrete aggregates shall conform to the "Tentative
Specifications for Concrete Aggregate," ASTM designation C33, except
10b and 10c will not apply.
(D)
The minimum allowable compressive strength on samples taken
from the transportation unit at the point of discharge shall be 4,000
psi in 28 days. The maximum allowable slump shall be four inches and
the coarse aggregate shall be ASTM No. 467 or No. 57 (ASTM C33). The
concrete mix shall be proportioned in accordance with ANSI/ACI Standard
No. 304 and ASTM specification C94, Paragraph 4, Alternate No. 2.
(E)
Placing of concrete shall be done in accordance with ACI Standard
304, or latest revision, Recommended Practice for Measuring, Mixing,
and Placing Concrete, Sections V and VI, and all applicable portions
of said standards shall apply. No concrete shall be poured in spaces
where debris, oil, or water are present. Approval of forms and reinforcement
by the Authority's representative shall be obtained before the concrete
is placed. All concrete use in manhole bottoms, pavement replacement,
pipe cradle or encasement and for similar purposes shall be thoroughly
vibrated with approved mechanical vibrating equipment.
(F)
The developer shall take all necessary precautions to ensure
that concrete placed during hot or cold weather is not damaged by
the extremities of temperature. To this end, he shall place the concrete
in accordance with the applicable portions of ACI Standards 305 and
306. No concrete will be accepted which is frozen or damaged due to
extremes in weather.
(G)
The developer shall make provision for the installation and
casting into the concrete of all sleeves, hatchway or grating frames,
pipe, sewers, or other appurtenances indicated on the drawing or described
herein.
(H)
An air-entraining admixture shall be added to all concrete (precast
and poured-in-place). Admixture shall be added to the concrete to
produce a 5% air content. Air content shall not vary more than 1%
from the specified amount. All admixtures shall be added to the concrete
in strict accordance with the recommendation of the manufacturer.
(A)
All grout utilized shall be durable, nonstaining, nonshrink,
nonmetallic grout. The grout shall show no shrinkage in accordance
with ASTM C827 prior to initial setting and shall show no shrinkage
in the hardened state under ASTM C57, Corps of Engineers specification
CRD-C 588 and the field cylinder test. The grout shall conform to
ASTM C191 concerning time of initial set. All grouting operations
shall be completed in accordance with the recommendations of ACI,
CSI, and the manufacturer's published specifications for mixing and
placing.
(B)
All grout utilized shall be Five Star® Grout as manufactured
by US Grout Corporation, Greenwich, Connecticut; MasterFlow 713 Grout
as manufactured by Master Builders, Cleveland, Ohio; or equal. Where
nonmetallic grout is nonessential, grout shall be a nonshrink, noncatalyzed,
metallic grout such as Embecco 636 Grout, as manufactured by Master
Builders, Cleveland, Ohio, or equal.
Special Notice Regarding Testing.
(A)
The developer is hereby informed that construction of sewers
beyond an initial 1,000 feet of pipe will not be permitted until satisfactory
test results are obtained.
(B)
Should the developer desire to test before completion of service
connections, he may do so, but will be required to retest the same
line with the completed service connections before final acceptance
by the Authority. Subject to unsatisfactory initial test results and
at the Authority's option, testing at 1,000-foot maximum increments
will be required throughout the project.
(C)
Each section of sewer between manholes, or for longer distances
if the Authority's representative shall so direct, shall be cleaned,
tested and inspected. All repairs shown to be necessary by the tests
are to be made promptly. Broken or cracked pipe shall be replaced
and all deposits removed and the sewer left true to line and grade
and entirely clean. Each length of sewer is to show a full circle
of light from manhole to manhole.
(D)
All sewers shall be tested for leakage, and any section of sewer
showing leakage in excess of the amount hereinafter set forth shall
be rejected.
(E)
The air test shall be conducted by the developer under the supervision
of the Authority's representative and shall be performed with Air-Loc® equipment manufactured
by Cherne Industrial, Inc., Hopkins, Minnesota, or approved equal.
(F)
The developer may desire to perform an air test for his own
purposes prior to backfilling; however, the acceptable air test shall
be performed after backfilling has been completed.
(G)
Each section of sewer being tested shall be temporarily sealed
off by means of suitable plugs. In addition, all wyes, tees, or ends
of lateral stubs shall be sealed with suitable removable caps securely
fastened to withstand internal test pressures.
(H)
The procedure and criteria to be used for air testing shall
conform to that described by the manufacturer of the respective pipe
used and shall be in general conformance with ASTM F-1417.
[Revised 11/11/2020]
(I)
All gauge pressures in the test shall be increased by the amount
of groundwater pressure at the crown of the pipe.
(J)
It is essential that the plugs be properly secured and care
be exercised in their removal. All plugs shall be blocked and carefully
braced to prevent sudden release of compressed air, slippage, or blowout
due to internal pressure.
(K)
To protect against injury due to the above-mentioned hazards,
no one shall be permitted in the manhole or at the end of the pipe
test section during testing.
(L)
The pressurizing equipment shall have a safety gauge which shall
limit the loading on the sewer line to 10 psi. In addition, the calibrations
on all pressure gauges shall be no greater than 0.10 psi.
(M)
If the pipe installation fails to meet these requirements, the
developer shall determine the source or sources of leakage, and he
shall repair or replace all defective materials and workmanship, including
rebackfilling, compaction, and all surface restoration.
(N)
Immediately following the testing, an amount of not less than
500 gallons of fresh water shall be flushed through the system from
the upstream end of each separate branch. After the fresh water has
flowed through, the newly constructed pipe shall be internally inspected
by the developer using closed-circuit television equipment. A color
CCTV video on suitable media shall be supplied to the Authority and
shall be complete with audio description, on-screen titling showing
manhole numbers, direction of flow, size and type of pipe, date of
the inspection, and on-screen footage display accurate to tenths of
one foot. In the event any defects are found, they shall be properly
repaired by the developer, regardless of the outcome of the air pressure
testing done previously. The CCTV video shall become the property
of the Authority.
[Revised 11/11/2020]
(A)
All pressure pipelines shall be tested by the developer in a
manner satisfactory to and witnessed by the Authority's representative.
The developer shall furnish all equipment, apparatus, temporary blocking,
pumps, taps and gauges to conduct the following tests:
1.
The section under test shall be filled with water and all air
expelled from the line and maintained full of water for a period of
not less than 24 hours.
2.
The pressure and leakage tests shall be conducted concurrently,
and consist of raising the water pressure (based on the elevation
of the lowest point of the section under test and corrected to the
gauge elevation) to a pressure in pounds per square inch numerically
equal to 1.5 times the normal working pressure or, 50 pounds greater
than the normal working pressure of the pipe, whichever is greater,
and maintaining such pressure for a period of two hours.
3.
For all piping at the end of the test period, the section test
will be accepted if the total leakage is not greater than 10 gallons/inch-diameter/mile/24
hours. Leakage shall be defined as the quantity of water that must
be supplied into the newly laid pipe, or any valve section thereof,
to maintain pressure within five psi of the specified test pressure
after the pipe has been filled with water and the air in the pipeline
has been expelled.
4.
If the section fails to pass the pressure and leakage tests,
the developer shall do everything necessary to locate, uncover and
repair or replace the defective pipe, fittings or joints. Additional
test and repairs shall be made until the section passes the specified
test.
5.
All visible leaks are to be repaired regardless of whether or
not the pipe meets the test requirements.
6.
All testing shall be made from valve to valve (maximum) throughout
the system to ensure the proper operation of each valve.
(B)
Manholes shall be tested separately and independently from sewer
lines. Leakage tests at manholes shall be made by the contractor and
observed by the Authority representative periodically during construction.
The test shall be a manhole vacuum test as described herein. Testing
shall be in accordance with ASTM C1244, or the latest edition, "Standard
Test Method for Concrete Sewer Manholes by Negative Air Pressure (Vacuum)
Test."
1.
All lifting holes and exterior joints shall be filled and pointed
with an approved nonshrinking mortar grout.
2.
Manholes are to be tested immediately after assembly and after
backfilling. No standing water shall be allowed in the manhole excavation
which may affect the accuracy of the test.
3.
All incoming and outgoing piping shall be plugged through the
use of suitably sized pneumatic plugs in such a manner as to prevent
displacement of the plugs while the vacuum is on.
4.
The vacuum head tester assembly shall be installed on the top
of the secured frame so that the frame-cone joint is also tested.
The manhole tester head assembly shall be circular in shape, properly
sized to accommodate the manhole opening diameter.
5.
The testing shall be accomplished by starting the vacuum pump
engine and stabilizing the rpm's. The manhole shall then be tested
to 10 inches mercury vacuum. The maximum allowable drop will be one
inch mercury during 60 seconds.
6.
If the manhole fails the test, necessary repairs shall be made
by the contractor by a method and in a manner approved by the Authority,
and the vacuum test repeated until the manhole passes the test.
7.
If the manhole joint mastic is displaced during the vacuum test,
the manhole shall be disassembled, the seal replaced, and the manhole
retested.
(A)
The developer shall be responsible for providing the quantity
and quality of water necessary for proper pressure testing of pipe
and/or manholes.
(B)
Water supply for gravity sanitary sewer lines, force mains,
or other nonpotable water lines shall be free of sand, mud solids,
oil, acids, and any other deleterious materials.
[Revised 11/11/2020]
(Applicable to all installations and systems approved before
September 6, 2005, unless otherwise agreed in writing by the owner
and Authority.)
(A)
General.
1.
The grinder pump assemblies shall be Model WGL-20-21, a product
of F.E. Myers Company, Ashland, Ohio, as per Myers Specifications
520 pages 7-1 through 7-11, attached hereto subject to the following
additions and/or modifications[1] or E/One D-Series Assembly, a product of Environmental
One Corporation, as per E/One Specifications found on the manufacturer's
website.
[Revised 12/13/2022]
[1]
Editor's Note: Said specifications are on file in the BASA
office.
2.
Contractor shall furnish and install a six-inch leveling course
of AASHTO No. 57 stone for each basin.
3.
Contractor shall furnish and install a 12-inch-thick precast
reinforced concrete pad for each basin and shall anchor each basin
to the concrete pad.
4.
Contractor shall backfill each basin excavation with clean sand
to a depth of 12 inches below finished grade. The remaining excavation
shall be backfilled with clean topsoil.
5.
Basin size shall be 24 inches diameter minimum with an overall
depth of eight feet.
6.
The basins shall be certified by the manufacturer as structurally
sound for the intended service. Any basin whose walls have cracked,
buckled or otherwise shown any sign of damage or disfiguration at
any time after backfilling operations have been completed and within
the specified warranty period shall immediately be replaced with a
completely new base assembly.
7.
The basin shall be anchored to the precast reinforced concrete
pad using three-fourths-inch diameter stainless steel bolts.
(B)
Basin piping and valves.
1.
Each basin assembly shall include a PVC antisiphon check valve.
The antisiphon valve shall mount horizontally and shall not interfere
with pump removal or installation.
2.
A basin inlet hub shall be included but not mounted on the basin.
It shall be of such a diameter that the bell end of a six-inch Class
50 ductile iron mechanical joint pipe can fit tightly onto the hub.
The contractor shall mount the hub in the field. The contractor shall
install a section of six-inch Class 50 ductile iron pipe at the basin
inlet hub. The length of the six-inch ductile iron pipe shall be such
that it extends not less than one foot past the excavation line and
onto undisturbed earth, but in no event shall it be less than 10 feet
long. The manufacture shall provide, and the contractor shall install,
a one-fourth-inch-thick epoxy painted steel backing plate conforming
to the curvature of the basin. The backing plate shall be bolted to
the inlet hub from the inside of the basin with four sets of stainless
steel bolts, nuts and rubber washers.
3.
The manufacturer shall furnish a factory-installed outlet hub
suitable for the bell end of a four-inch Class 50 ductile iron casing
pipe. In addition, a one-fourth-inch steel plate shall be molded in
the basin wall at the discharge location. The outlet hub shall be
bolted to the steel plate with four sets of stainless steel bolts,
nuts and rubber washers. The contractor shall install an adequate
length of the four-inch casing pipe such that it extends not less
than one foot past the excavation line and onto undisturbed earth,
but in no event shall it be less than 10 feet long. The contractor
shall furnish and install rubber bushings to center the 1 1/2-inch
discharge pipe inside the four-inch casing pipe.
(C)
Control panel. There shall be a 106 db buzzer in the panel which
shall also activate on high water conditions. The buzzer shall sound
for three minutes and then automatically silence. The light shall
remain on until the alarm condition is satisfied. A screened opening
shall be provided in the bottom of the panel so that the alarm can
be heard from the outside.
(D)
Level control and alarm switches.
1.
Pump on and off levels shall be controlled by two mercury tube
float type switches. The mercury switch shall be sealed in a solid
polyurethane float ball. The support wire shall be 16-2SJOW (neoprene
jacket) and a weight shall be attached to the cord above the float
to hold the switch in place in the basin.
2.
The high water alarm switch shall be the same as the level control
switches, except that it shall be a different color than the pump
level control switches.
3.
The level controls shall be supported in the basin by a bracket
and cord snubber which will give positive support to the controls
and allow flexibility in the set levels.
4.
All level controls shall be field-checked by the contractor
to assure they are set at the proper elevations.
(E)
Manufacturer's services and testing.
1.
The grinder pump basins shall be installed in strict accordance
with the manufacturer's recommendations. The contractor shall provide
the services of a qualified manufacturer's representative to supervise
the installation of basins as deemed necessary by the Authority's
representative.
2.
Before being placed in operation, each basin assembly shall
be inspected and approved by a qualified representative of the manufacturer
in the presence of the Authority's representative.
(F)
Supplies and spare parts. For each 10 grinder pumps, or fraction
thereof, to be furnished on any sewer extension, the following supplies
and spare parts, properly packaged and labeled, shall be furnished:
1.
Two complete grinder pumps ready to slide into basin, including
discharge check valves, guide brackets, related piping, etc., or cash
equivalent at the option of Butler Area Sewer Authority.
2.
One fiberglass in-basin junction box.
3.
One basin cover.
4.
One discharge ball valve.
5.
Twelve O-rings for pump discharge nozzle.
6.
One amber lexan globe.
7.
One upper pump seal and one lower pump seal.
8.
One complete control panel.
9.
Twelve stainless steel bolts and washers for basin covers.
10.
Six of each of the following electrical components.
Fuses — each size.
Bulbs — each size.
Toggle switches — each type.
11.
One manufacturer's complete operation and maintenance manual.
(G)
Modifications to residential service.
1.
At each home which is to receive a grinder pump assembly, the
contractor shall furnish and install an outside grinder pump service
switch and alarm panel.
2.
Electrically, the service switch and alarm panel shall be located
on the load side of the residential service meter box.
3.
Underground power and control cables from the stand to the grinder
pump basin shall be 600 volt, multiconductor, Class "B" stranded insulated
copper conductors. Conductor insulation shall be Type XHHW (Cross-linked
polyethylene) containing a continuous, impervious metallic sheath
with outer PVC jacket. The complete cable shall be suitable for direct
burial.
4.
Conduit raceways. Conduit shall be rigid galvanized steel or
intermediate metal conduit (IMC). Conduit installed below grade shall
be given a heavy coating of bitumastic No. 50 coating compound prior
to burial.
5.
The contractor shall install an indicator warning tape which
shall be buried 12 inches below grade above all electrical cable runs.
The warning tape shall be yellow plastic marker tape as manufactured
by Pollard Co., Long Island, New York, or equal. Tape shall read "Caution
— Buried Electrical Cable Below."
6.
The complete grinder pump service and alarm electrical systems
shall be installed and equipment and material shall be furnished in
accordance with the latest edition of the National Electric Code and
state and local municipal codes and ordinances.
(Applicable to all installations and systems approved after
September 6, 2005.)
(A)
If, and only if, gravity sewer service (basement or first floor
only) is not available, the Authority may permit the use of individual
grinder pump and associated facilities for sanitary sewage service
on the gravity sewer system, provided the title owner of the lot on
which the grinder pump is to be installed and used complies with the
following requirements:
1.
The titled owner of the lot shall be responsible for all costs
associated with the design, administration, permitting, installation,
operation, maintenance, repair and replacement of the grinder pump
unit, the private pressurized force main, and all associated appurtenances.
The private force main shall consist of the portion of the discharge
line from the grinder pump to the connection to the pressure sewer
system at the public sewer easement or public street right-of-way.
2.
The grinder pump unit shall be equipped with an audible and
visual alarm system that will notify the owner/resident when the pump
is not operating properly.
3.
The force main connection to the Authority's gravity sewer shall
be made directly into an Authority manhole by a cored drilling method
with a flexible watertight coupling approved by the Authority. In
no case shall the line be installed in a parallel occupancy along
a public road or public right-of-way to avoid obtaining a private
right-of-way from neighboring properties.
5.
The Authority and its duly authorized agent shall have the right
of access at all reasonable hours to all parts of any premises connected
with the sewer system for the purpose of examining and inspecting
the connections and fixtures, or for disconnecting service for proper
cause.
6.
The Authority shall have no obligation at any time to own, operate,
repair, replace or maintain the private grinder pump and/or private
force main. In the event the titled owner fails to properly operate,
maintain, repair, or replace the grinder pump and/or private force
main, the local municipality shall be responsible for enforcing its
local ordinances and using whatever means legally possible to ensure
proper operation, maintenance, and repair of the private grinder pump
and/or force main.
7.
The titled owner shall record an easement over and through all
properties which permits the local Municipality or its duly authorized
agent to enter the property and to perform emergency service to the
grinder pump and/or force main.
8.
The titled owner shall comply with all other Authority Rules
and Regulations and other municipal ordinances as may be amended from
time to time.
9.
The titled owner shall enter an agreement with the Authority
agreeing to the conditions and requirements cited above. The Authority
shall record this agreement in the Butler County Recorder of Deeds
Office.
10.
The titled owner shall disclose the requirements of this agreement
to any prospective buyers and provide written notice to the Authority
prior to any change in ownership of any property served by a grinder
pump.
(Applicable for all subdivisions or land development plans approved
after September 6, 2005.)
(A)
If, and only if, gravity sewer service (basement or first floor
only) is not available, the Authority may permit the use of a pressure
sewer system consisting of a common force main and grinder pump units
with discharge lines (private force mains) to provide sanitary sewage
service for a proposed subdivision or land development. The developer/contractor
shall comply with all requirements of Part III, Chapter 29 (titled
"Alternative Sewer Systems"), of the "Domestic Wastewater Facilities
Manual" as published by the Commonwealth of Pennsylvania Department
of Environmental Protection, as well as the following requirements:
1.
Each individual lot within the subdivision or land development
shall be served by an individual grinder pump unit.
2.
No force mains shall be installed within any public street right-of-way
without the prior written consent and approval of the local municipality
or the Pennsylvania Department of Transportation. All force mains
shall be installed within private dedicated sanitary sewer or utility
easements. The common force main connection to the Authority's gravity
sewer shall be made directly into an Authority manhole by core drilling
method with a flexible, watertight coupling approved by the Authority.
3.
The pressure sewer system shall be furnished and installed in
full accordance with all applicable Authority Rules and Regulations.
The pressure sewer system must be designed around a standard grinder
pump unit specified by the Authority's Rules and Regulations, and
the design of the proposed pressure sewer system must be certified
by a registered professional engineer and the manufacturer of the
specified grinder pump units.
4.
The titled owner of each lot within the subdivision or land development shall be responsible for the installation of the individual grinder pump units in accordance with all of the requirements specified in § 300-2.33, Subsection (A)1. through 10., except that connection to the common force main shall be made at the service lateral provided by the developer for each individual lot.
5.
The Authority covenants to service and maintain the portion
of the pressure sewer system installed within the public sewer easement
or public street right-of-way.
6.
The grinder pump units, including the wet well, valves, control panel, electrical system and all appurtenances, and the private force main (as defined in § 300-2.33) shall be totally privately owned, operated, and maintained by the titled owner of the lots.
7.
The Authority shall have no obligation at any time to own, operate,
repair, replace or maintain any grinder pump units or the private
force mains located outside of the public sewer easement or the public
street right-of-way.
8.
The developer shall enter a developer's agreement with the Authority,
agreeing to the conditions and requirement cited above.
9.
The developer shall obtain all required state, county and municipal
permits applicable to the sanitary sewer system. The Pennsylvania
Department of Environmental Protection (DEP) may require that the
Authority sign as the applicant on the Water Quality Management Part
II Sewer Extension and Pumping Station Permit application (hereinafter
the "permit"). Such request is subject to Authority Board approval.
Notwithstanding the Authority's designation as the applicant on the
permit, the developer acknowledges and understands that the developer
will be responsible for all obligations required under the terms of
the permit.
10.
The developer shall agree that, should the developer fail to
design or construct the pressure system in accordance with this agreement,
and/or should such improvements fail to pass Authority's testing and
inspection, the Authority may prohibit connection to its sanitary
sewer system and will not be obligated to accept sewage from the development.
In addition, the developer shall agree that the Authority, at its
sole discretion, may request in writing to the DEP that the DEP cancel
the Water Quality Management Permit.
[Added 12/13/2022]
(Applicable to all installations and systems approved after
December 13, 2022.)
(B)
Installation.
1.
Reference
Chapter 7, Section 712, "Sumps and Ejectors" of the latest adopted
International Plumbing Code (IPC) for design and installation requirements.
2.
Reference
"BASA Standard Drawing No. 17, Interior Sewage Pump or Sewage Ejector"
for additional Authority requirements. Improper design and installation
will result in a failed permit inspection until corrected.
3.
In the event that neither the first floor, nor basement, can be serviced via gravity connection, an exterior grinder pump will be required. Reference § 200-1.24, Private Grinder Pump and Force Main Installations, and §§ 300-2.32 and 300-2.33 for more information regarding the installation of an exterior grinder pump.
(C)
Illegal
connections.
1.
The connection or presence of any basement seepage, stormwater, surface water, drains, down spouts, roof drainage, or infiltration of ground or subsurface waters into the sanitary sewer system is illegal. Reference your local municipal ordinance and §§ 200-1.19 and 200-1.22 of Authority rules and regulations for further details.
