[Ord. 2002-1, 1/3/2002]
1.
Scope. All improvements required to be built, placed, erected or
planted within existing or proposed Township roads or rights-of-way
or on private property eligible for use by the public, shall conform
to these standards for improvements construction.
2.
Reference. Throughout these standards, references will be made to
various standard specifications. When such standards are referenced,
they shall be considered as being fully incorporated into these standards
and shall be the latest edition of the respective standard.
3.
Control of Work. The Township and/or its agents, employees or consultants,
have no direct or indirect supervisory control over improvements construction.
Construction methods, procedures and safety provisions are the responsibility
of the developer and/or contractor.
4.
Safety. In particular, compliance with all local, state and federal
regulations regarding safety of all operations, of all workers and
of the general public, is the responsibility of the developer and/or
contractor.
5.
Inspection. Township inspection of improvements construction will
be made to check general compliance with the material and workmanship
criteria of these standards. Such inspection shall not relieve the
developer from full responsibility for the quality of his work product
or the accurate layout of improvements to the lines and grades on
the approved plans.
6.
Notification. It shall be the responsibility of the developer to
notify the appropriate inspection consultant for the Township or designated
authority at least 48 hours prior to commencing any construction activity.
7.
Conflict. Where a conflict exists between the requirements of these
standards and the requirements of another jurisdiction, it shall be
the responsibility of the developer to resolve the conflict prior
to proceeding with construction. Where conflicts between standards
exist, the more restrictive requirement will govern.
[Ord. 2002-1, 1/3/2002; as amended by Ord. 2011-12, 10/6/2011]
1.
Grading. Streets shall be graded to the full width of the right-of-way,
surfaced and improved to the grades and dimensions shown on the plans,
profiles and cross sections submitted by the developer and approved
by the Board of Commissioners. In subdivisions or land developments
where sidewalks are not required, the sidewalk area shall be graded
in the same manner as if sidewalks were to be constructed.
2.
Subbase and Underdrain. A six inch compacted subbase consisting of
Type "C" or better No. 2A stone shall be constructed on a properly
prepared subgrade for all roads. Subbase shall be constructed in accordance
with the requirements of § 350 of PennDOT Form 408, 1994
Specifications. Where subgrade conditions dictate, the use of underdrain
may be required when specified by the Township Engineer. Where required,
underdrain shall be constructed in accordance with § 610
of PennDOT Form 408, 1994 Specifications.
3.
Base Course. For all classifications of streets, base course shall
be constructed of a minimum of four inches compacted depth bituminous
concrete base course BCBC constructed in accordance with § 305
of PennDOT Form 408, 1994 Specifications. Prior to placement of the
base course all vertical surfaces, including curbing and existing
pavement, shall be tack coated. Unless full depth stone backfill is
used for underground utilities construction, a six month waiting period
shall be required between completion of utilities and placement of
base course.
4.
Surface Course.
A.
Leveling Course. Where, in the opinion of the Township Engineer,
the surface of the BCBC is not sufficiently uniform or level for placement
of the binder or wearing course, a leveling course should be constructed
prior to placement of the next pavement surface.
B.
Tack Coat. Tack coat conforming to § 460 of PennDOT Form
408, 1994 Specifications, shall be required on all BCBC surfaces prior
to placement of new paving, if in the opinion of the Township Engineer,
it is required due to the condition of the existing pavement.
C.
Arterial Streets. The surface course shall consist of a minimum of
two inches compacted depth binder course and a minimum of 1 1/2
inches of compacted depth wearing course as specified in §§ 420
and 421 of PennDOT Form 408, 1994 Specifications.
D.
Collector Streets. The surface course shall consist of a minimum
of 1 1/2 inches of compacted depth binder course and one inch
of compacted depth wearing course as specified in §§ 420
and 421 of PennDOT Form 408, 1994 Specifications.
E.
Local Roads. The surface course shall consist of a minimum of 1 1/2
inches of compacted depth wearing course as specified in § 420
of PennDOT Form 408, 1994 Specifications. No binder course shall be
required.
F.
Traffic Lines and Markings. Following completion of the final paving,
permanent and, if required, temporary traffic lines and markings shall
be placed in accordance with the approved plans and § 962
of PennDOT Form 408, 1994 Specifications.
[Ord. 2002-1, 1/3/2002]
1.
Type. Curbing shall be plain cement concrete vertical curb having
a height of 18 inches and tapering from a top width of seven inches
to a base width of eight inches and conforming to the requirements
of § 630 of PennDOT Form 408, and RC-64 of the PennDOT Standards
for Roadway Construction. A six-inch exposed curb face shall be used
on local roads and an eight-inch exposed curb face shall be used on
all other roads, unless otherwise directed by the Township Engineer.
2.
Subgrade. The subgrade shall be substantially dry, unfrozen, firmly
compacted soil. Thorough compaction shall be attained by using an
approved pneumatic compactor or self-contained compactor, capable
of delivering a minimum of 800 to 1,000 pounds at the shoe.
3.
Forms. Forms shall be made of approved substantial material, preferably
of steel, and shall be smooth, free of warp and sufficiently rigid
and supported to prevent misalignment. These forms shall be of a depth
equal to that of the proposed curb. Prior to pouring the concrete,
all forms and templates shall be thoroughly cleaned and treated with
an approved material to prevent the concrete from adhering thereto.
Material which will adhere to or discolor the concrete shall not be
used.
4.
Concrete. Concrete shall meet the requirements of PennDOT Form 408,
1994 Specifications, § 704 for Class A Cement concrete.
No concrete shall be mixed or placed when the air temperature is below
50° F. or above 90° F. Cold and hot weather curing methods
shall be used when required by the Township Engineer.
5.
Pouring. Curbs shall be carefully poured monolithically without segregation
of constituents, tamped and screeded true to grade and section, eliminating
all voids. Sufficient mortar shall be brought to the surface for finishing
in a smooth, neat and even manner using approved tools.
6.
Joints. Each curb section shall be constructed in lengths of 10 feet
where practicable. In no case shall a section be less than five feet
long. Each section shall be separated when pouring by a 1/8 inch steel
template equal to the full depth of the curb.
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Expansion joints of approved 1/2-inch premolded bituminous material
shall be placed for the full curb depth at all points adjoining sidewalk
and existing curb, at point of tangency of street returns and intersecting
curbs, and in no case more than 30 feet apart.
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7.
Finishing. Forms may be removed no earlier than 12 hours after placement
of the concrete. All construction joints shall then be filled with
approved dry, sharp sand. Minor defects and honeycombing shall be
corrected by patching with mortar; no plastering will be permitted.
All exposed concrete shall be rubbed to a smooth surface and edges
at joints finished with a suitable tool.
8.
Handicap Accessibility Requirements. Handicap accessible ramps shall
be constructed at all intersections in accordance with the requirements
of the Americans with Disabilities Act (ADA).
9.
Curb Machines. Construction of concrete curb through the use of a
curb machine shall be permitted only with the approval of the Township
Engineer and contingent upon any conditions required by the Township
Engineer.
[Ord. 2002-1, 1/3/2002]
1.
Subgrade. The subgrade shall be substantially dry, unfrozen, firmly
compacted soil. Thorough compaction shall be attained by using an
approved pneumatic compactor or self-contained compactor capable of
delivering a minimum of 800 to 1,000 pounds at the shoe.
2.
Base. A stone bed shall be placed and thoroughly compacted to a depth
of four inches using the above-mentioned compactors. The stone shall
be AASHTO No. 57.
[Amended by Ord. 2016-05, 3/17/2016]
3.
Forms. Forms shall be made of approved substantial material, preferably
of steel, and shall be smooth, free of warp and sufficiently rigid
and supported to resist misalignment. These forms shall be of a depth
equal to that of the proposed sidewalk. Prior to pouring the concrete,
all forms and templates shall be thoroughly cleaned and treated with
an approved material to prevent the concrete from adhering thereto.
Material which will adhere to or discolor the concrete shall not be
used.
4.
Concrete. Concrete shall meet the requirements of § 704
of PennDOT Form, 408 1994 Specifications, for Class A cement concrete.
No concrete shall be mixed or placed when the air temperature is below
50° F. or above 90° F.
5.
Pouring. Sidewalk and crossovers shall be carefully poured monolithically
without segregation of constituents to full depth (see details) and
screeded true to grade and sections, eliminating all voids. Sufficient
mortar shall be brought to the surface for finishing in a smooth,
neat and even manner using approved wood floats.
All sidewalks and residential driveway crossovers shall be poured
to a depth of five inches. All commercial driveway crossovers shall
be poured to a depth of six inches and reinforced the full length
and width of the crossover with six-inch by six-inch No. 6 wire mesh
(see details).
[Amended by Ord. 2016-05, 3/17/2016]
6.
Construction. Sidewalk shall slope toward the street at the rate
of 1/4 inch per foot. It shall be constructed in separate slabs of
30 feet in length, except for closures. These slabs shall be separated
for the full depth by expansion joints of approved 1/2 inch premolded
bituminous material. This premolded material shall also be placed
longitudinally at the joint where sidewalk slabs abut concrete curb
and existing sidewalk. Between the transverse expansion joints, the
slabs shall be divided into blocks five feet in length by using 1/8
inch steel templates equal in depth to that of the slab. Where existing
light standards, poles, fire hydrants, etc., are within the sidewalk
area, concrete around such structures shall be scored to a depth of
one-quarter of the slab thickness, in a block eight inches wider than
the maximum dimension of the structure at the sidewalk elevation.
Prior to placing the concrete, 1/4-inch premolded expansion joints
shall be placed completely around the structures for the full depth
of the sidewalk. All joints shall be edged with an edger having a
1/4-inch radius.
7.
Handicap Accessibility Requirements. Handicap ramps shall be constructed
at all intersections in accordance with the requirements of the Americans
with Disabilities Act (ADA).
[Ord. 2002-1, 1/3/2002]
1.
Subgrade. The subgrade shall be substantially dry, unfrozen, firmly
compacted soil. Thorough compaction shall be attained by using an
approved pneumatic compactor capable of delivering a minimum of 800
to 1,000 pounds at the shoe.
2.
Base Course. The stone bed shall be placed and thoroughly compacted
to a depth of three inches using the above-mentioned compactors. The
stone shall be PennDOT 2A stone.
[Amended by Ord. 2016-05, 3/17/2016]
3.
Surface Course. The surface course shall consist of a two-and-one-half-inch
minimum compacted depth Superpave asphalt mixture design, HMA binder
course PG 64-22, 0.3 to 3 million ESALs, 19.0 mm, SRL-H, as specified
in PennDOT Publications 408 and 409, latest edition.
[Amended by Ord. 2016-05, 3/17/2016]
4.
Construction. Bicycle paths shall slope toward the street at the
rate of 1/4 inch per foot. Construction shall follow natural grade
as nearly as possible, providing such grade will not create a transverse
slope toward the edge of cartway or curb steeper than 10 horizontal
to one vertical.
5.
Width.
Standard width of asphalt pathways shall be six feet; wider pathways
to be used as per the LMT Greenway Plan or as specified by Township
Public Works Director or Planning Director.
[Added by Ord. 2016-05, 3/17/2016]
[Ord. 2002-1, 1/3/2002]
1.
Sanitary sewerage systems shall be installed in accordance with the design standards and requirements set forth in § 22A-706 of Chapter 22A and the following requirements:
A.
Sanitary Sewer Piping.
(1)
Gravity Sewers.
(a)
All pipe and fittings for gravity sewers to fifteen inch in
diameter shall be polyvinyl chloride (PVC) conforming to ASTM Specifications
D-3034, F-679 and ASTM D1784 for SDR-26 pipe.
(b)
Sanitary sewer 18 inches and larger in diameter shall be PVC
conforming to ASTM F-689 for T-1 Wall or ASTM F-789 for PS-46.
(c)
Where required by the Pennsylvania Department of Environmental
Protection (DEP) or the Township, ductile iron pipe shall be substituted
for PVC pipe. Ductile iron pipe shall be manufactured in accordance
with ANSI/AWWA C151/A21.51 latest revision. The metal thickness shall
be Class 51.
(d)
Fittings shall be ductile iron and be manufactured in accordance
with ANSI/AWWA C-110/A21.10, latest revision. All ductile iron pipe
and fittings shall be cement lined in accordance with ANSI/AWWA C104/A21.4.
The cement lining shall be standard thickness. Interior and exterior
coating of the pipe and fittings shall be coal tar epoxy, Pennoxy-Tar
32-B-4, or approved equal, uniformly applied in a two coat application
for a total minimum dry film thickness of 10 mils and shall be in
accordance with AWWA C151, latest revision.
(e)
All pipe delivered to the site shall be accompanied by a letter
from the manufacturer certifying that the pipe furnished complies
with the ASTM requirements for the type and class of pipe specified.
(f)
PVC pipe and fitting joints are to be of rubber, marked to indicate
nominal pipe size and proper insertion direction according to the
specific manufacturer's requirements. Ductile iron pipe joints
shall be push-on type conforming to AWWA Specifications C111, latest
revision. Gaskets shall be natural rubber compression type conforming
to ASTM Specifications C-564, latest revision.
(2)
Low Pressure Sewer Systems.
(a)
Sanitary sewer low pressure force main pipe and fittings shall
meet the requirements of ASTM Specifications D1784 and AWWA Standard
C900. Class 150 pipe shall conform to the requirements of SDR 21.
All pipe shall be polyvinyl chloride (PVC). Elastomeric-gasket bell
ends shall be used and shall consist of an integral wall thickened
section. Each length of pipe and fitting shall be marked with the
following information: Manufacturer; Size; Material Code Designation;
SDR; AWWA pressure class; and AWWA Designation Number.
(b)
The pipe joints for the required tees, bends, fittings and pipe
sections for the PVC sanitary sewer laterals shall meet the requirements
of ASTM Specification D1784 and AWWA Standard C900. Class 150 pipe
shall conform to the requirements of SDR 21. The minimum permitted
size of Tee fittings shall be two inches by 1 1/4 inches. Tee
fittings shall be installed with the necessary materials including
bushings or adapters where required, to complete the required lateral
installations shown on the construction drawings and details. Each
tee and lateral pipe joint shall have an elastomeric-gasket bell end
and shall consist of an integral wall thickened section. Requirements
for the qualifications for potable-water service do not apply. The
tee fitting connections shall be compatible with the required low
pressure sewer mainline pipe. Each fitting shall be marked or identified
by a written manufacturer's certification with the following
information: Manufacturer; Size; Material Code Designation; SDR; AWWA
pressure class; and AWWA Designation Number.
(c)
Where required by DEP or the Township, ductile iron pipe shall
be substituted for the PVC pipe as specified on the drawings. Interior
and exterior coating of pipe and fittings shall be coal tar epoxy,
Pennoxy-Tar 32-B-4 or approved equal, uniformly applied in a two coat
application for a total minimum dry film thickness of 14 mils and
shall be in accordance with AWWA Specifications C151, latest revision.
(d)
All pipe delivered to the site shall be accompanied by a letter
form the manufacturer certifying that the pipe furnished complies
with the ASTM requirements for the type and class of pipe specified.
(e)
Manholes and manhole frames and covers shall be in accordance
with Subsection 1B and C of these specifications with the exception
that manholes less than five feet deep shall have a pre-cast reinforced
concrete flat top section with an H-20 design load.
(f)
Curb boxes and risers shall be cast iron with screw-type shaft
and locking lid with a pentagonal brass plug. Riser shaft shall be
sufficiently long trough to extend from the shut-off valve to final
grade, and still retain a minimum of four-inch height adjustment.
Curb box cover is to be identified as "sewer" in casting. Curb box
and riser shall be equal to Tyler Pipe 6850 series adjustable cast
iron curb boxes with enlarged base and foot piece.
(g)
Shut-off valves located at intermediate and terminal manholes
shall be Hayward True Union Ball Valves or equivalent. The shut-off
valves shall be of PVC construction, shall have no flow restriction
and provide V4 turn on/off control. Control operation shall be by
attached handle.
(h)
Shut-off valves located on the 1 1/4-inch service laterals
shall be Hayward True Union Ball Valves or equivalent. The shut-off
valves shall be of PVC construction, shall have no flow restriction,
and provide one-quarter turn on/off control. A pipe stub one foot
long with water tight cap shall be installed at the shut-off valve.
This cap shall be removed to complete the house connection.
(i)
The sewage air release valve shall have a cast iron body and
cover with a concave float designed to operate under pressure to allow
entrapped air and gases to escape from a sewage force main, sewage
pump, or low pressure sanitary sewer system. After the air and gases
escape from the air release valve, the valve shall shut-off automatically
until more air or gases accumulate in it and the opening cycle repeats
automatically. The air release valve shall shut-off without spilling
sewage and shall be spurt free.
(j)
The sewage air release valve shall have a compound internal
linkage mechanism, all stainless steel, to prevent corrosion. The
float stem shall be approximately 15 inches long to provide an air
gap between the linkage and waste level inside the valve to prevent
the waste from clogging the linkage. The float shall be heavily constructed
stainless steel; hermetically sealed; and have a concave bottom impact
area to provide immediate resistance to flow and instant upwards movement
to shut-off the large orifice without spilling or spurting. All valves
shall be complete with a quick disconnect hose assembly, blow-off
valves and attachments to permit back-flushing without dismantling
valve.
(k)
The air release valve shall be an APCO Model 400SARV Sewage
Air Release Valve with attachments and two inches, three inches or
four inches N.P.T. inlet (as specified), as manufactured by Valve
& Primer Corporation, Schaumburg, Illinois, U.S.A., or approved
equal.
B.
Manholes.
(1)
Sanitary sewer manholes shall be precast reinforced concrete
conforming to ASTM C-478 and AASHTO M-199, latest revision. All precast
reinforced concrete base sections shall be manufactured with a minimum
12 inches horizontal clearance between the top of the pipe opening
and top of the precast interior section joint. Where pipe connections
are required, manholes shall contain approved flexible manhole pipe
sleeves cast into the manhole sections. All precast sections shall
be coated on the exterior surfaces with a minimum thickness of 14
mils of Hydrocide 648, or an approved equal. Generally, a two to three
inch leveling course of 2A material will be required beneath the manhole
base. Manholes shall meet the requirements of PennDOT Publication
408, § 714 and PennDOT Standard RC-39. Manhole section joints
shall be O-ring rubber gaskets or sealed with two rows of an approved
nonhardening mastic. If O-ring joints are used the interior of the
joint shall be mortared.
(2)
Pipe entering manholes shall extend into the manhole two inches
and be grouted in place.
(3)
Manhole channels and benches shall be poured concrete to a depth
of 0.80 of the pipe diameter and shall be sloped to the channel. Concrete
shall be PennDOT Class "A" twenty-eight-day compressive strength 3,300
PSI. Precast channels must be approved by the Township Engineer prior
to use.
(4)
Ladder rungs shall have non-skid surface meeting the requirements
of PennDOT Specification 408, § 605.2(c) and PennDOT Standard
RC-39. Aluminum alloy ASTM-B-221, 6061-T6, 6005-T5, or 6351-T6, with
a protective coating applied to the portion to be embedded in the
concrete.
(5)
Drop manholes shall include a threaded anchor bolt (3/4 inch
minimum). The concrete drop encasement shall be anchored to the manhole
wall by means of a threaded bolt through the manhole wall. The anchor
bolt shall extend a minimum of six inches into the concrete encasement
and shall bear against a minimum four-inch square 1/4-inch thick steel
plate on the interior side of the manhole. The surfaces of the anchor
bolt inside the manhole shall be coated with bitumastic. Alternate
methods of construction must be reviewed and approved by the Township
Engineer prior to use.
C.
Manhole Frames and Covers.
(1)
Standard manhole castings shall be heavy duty with ANSI H-20
loading, having a clear opening of 21 inches, with a lid diameter
of 22 3/4 inches. The casting shall be equal to Campbell Foundry
Corp. No. 1004A. Watertight manhole frames and castings shall be equal
to Campbell Foundry Corp. No. 21538 and shall have a lid diameter
of 25 1/2 inches.
(2)
All manhole castings, standard and watertight, shall be provided
with self-sealing manhole lids including nonpenetrating pickholes
and a flexible gasket installed in a machine groove in the frame or
lid bearing surface of the manhole. The letters "LMT" and the word
"SANITARY" in two-inch letters shall be cast into the manhole cover.
(3)
All castings shall be true to form and dimensions and shall
be free from inclusions of foreign material, casting faults, injurious
blow holes, cracks, sponginess, and other defects rendering them unsuitable.
The finished frame and cover or grate shall have the bearing surfaces
machined or ground so that there will be no variations that will permit
rocking or rattling, and the diameter of the cover or grate shall
be such as to fit and frame without wedging. All castings shall be
thoroughly cleaned and given one coat of Hydrocide 648 or equal at
the factory.
(4)
Manhole castings shall be placed on a minimum of three courses
of twenty-four-inch I.D. precast, reinforced concrete adjusting rings,
to a maximum height of 18 inches from the top of the manhole section
to the finished grade of the casting. Frame and grade rings shall
be attached to the top of manholes using three 1/2-inch diameter threaded
studs with hex nut and washer.
D.
Underground Marking Tape.
(1)
Underground marking tape shall be a minimum of six inches wide,
.35 mil thick, with a solid foil core encased in a protective plastic
jacket that is resistant to alkalis, acids and other destructive substances
commonly found in soils. The underground marking tape shall be detectable
by an inductive method type of locator.
(2)
The underground marking tape shall meet ASTM D-1712 (modified
for 48 hours) for color stability. The color shall be in accordance
with the requirements of Act 38-1991 (i.e., Safety Green for sanitary
sewer, Safety Red for electric, Safety Orange for telephone). The
underground marking tape shall have a warning message (i.e., Caution
Sewer Line Buried Below; Caution Electric Line Buried Below; Caution
Telephone Line Buried Below) imprinted on one side, repeated for the
entire length of the tape in permanent ink that cannot be removed
by handling or underground burial.
(3)
The underground marking tape shall be Terra Tape Sentry Line
620, as manufactured by Reef Industries, Inc., or approved equal.
E.
Excavation.
(1)
When rock or noncushioning material is encountered in trench
excavation, a cushion at least eight inches thick shall be placed
between the rock and the bottom of the pipe. The cushion shall consist
of clean sand or equivalent granular material. The bottom of the trench
shall be excavated to a horizontal section as far as practicable.
(2)
Blasting shall be done only after obtaining necessary permits
from state and local agencies, as applicable.
(3)
Should unstable soil be encountered or should the Engineer deem
it necessary to excavate to a depth below the grade shown on the plans
to secure a good foundation, the contractor shall remove the unstable
soil for the full width of the trench and replace it with AASHTO #3
stone or larger, as approved by the Engineer. The pipe bedding shall
be constructed on top of the #3 stone. The Engineer shall determine
the depth of removal of unstable soil and the amount of backfill necessary.
The backfill shall be thoroughly compacted and shaped to form the
bed for the pipe.
(4)
Common excavation shall not be carried below the required depth.
When this is done, the trench shall be backfilled with material approved
by the Engineer and compacted to the density of the surrounding earth
material, as determined in accordance with the AASHTO Designation
T99, Method C.
(5)
Where the bottom of the trench is found to be an inadequate
foundation for the pipe and cannot be stabilized by the above methods,
a concrete pad or cradle of sufficient size shall be constructed as
approved by the Engineer.
(6)
The minimum width of the trench at the top of the pipe when
placed shall be at least equal to the outside diameter of the pipe
plus eight inches on each side of the pipe. The trench shall be excavated
accurately to the established line so that at least an eight-inch
space will exist between the side of the trench and the side of the
pipe. The maximum allowable width of trench shall not exceed 16 inches
on each side of the pipe when placed.
(7)
The side of the trenches shall be vertical. Where sloping of
trench walls is necessary, sides of trenches shall be vertical for
a minimum distance of four feet above the top of pipe.
F.
Construction.
(1)
Lines and Grades.
(a)
The lines and grades of all sewers and pipe lines to be constructed
shall be established by means of offset stakes, pins or other survey
marks. Grades shall be furnished at intervals of 50 feet for grades
of 0.80% and over, and at intervals of 25 feet for grades under 0.80%.
(b)
When the contractor uses a laser to establish line and grade
for laying the pipe, periodic checks shall be made by the contractor
from grade stakes furnished at intervals not greater than 100 feet.
(2)
Dewatering. Any water which collects in an excavation shall
be removed by the contractor before proceeding with the construction
of the pipe line or structures.
(3)
Pipe Installation.
(a)
All pipe shall be laid to true alignment and grade and progress
upstream with hubs upgrade and ends fully and closely jointed. Pipe
shall be supported for the full length of the barrel and the bell
holes shall be excavated to prevent bearing on the joints.
(b)
All pipe shall be installed in accordance with recommended practices
of the manufacturer.
(c)
Cutting of pipe for closure pieces or other reasons shall be
done in a neat and workmanlike manner by a method conforming with
the manufacturers recommendations. Excess pipe from closures cannot
be used to begin a sewer line run unless the piece of pipe is 10 feet
long, measured from the outside wall of the manhole to the first joint.
(d)
All gravity sanitary sewers shall be installed with a minimum
of five feet of cover. Sanitary sewer force mains require a minimum
of four feet of cover.
(e)
All PVC and ductile iron pipe shall be laid in a special envelope
of material conforming to PennDOT Specifications for 2A Crushed Stone.
The pipe envelope shall be a minimum compacted thickness of four inches
below the bottom of the outside barrel extending the full width of
the flat, compacted trench bottom and extending vertically at full
trench width to a minimum height of 12 inches above the top of the
outside barrel of the pipe.
(f)
The trench bottom width shall be reduced to the width necessary
to provide a free working space on each side of the pipe but shall
in no event exceed the outside diameter of the barrel of the pipe
plus 16 inches for a minimum height of four foot above the top of
the pipe.
(g)
Until placed in use, the ends of all service laterals and wye
or tee-wye branches installed for future use shall be stopped with
plugs fitted with the same joint as the sewer pipe and located with
a two-inch by four-inch wooden marker extending vertically from the
pipe invert to a minimum of two inches above the finished grade.
(h)
When two service laterals are installed such that they are serving
adjacent lots on the same side of the sewer main, said service laterals
shall be installed with a three foot minimum horizontal clearance
between them. All service laterals shall be installed such that a
five foot minimum horizontal clearance is maintained from the outside
of manhole walls and other structures.
(i)
All sanitary sewer laterals shall be a minimum of six-inch diameter
pipe within dedicated sanitary sewer easements or public right-of-ways.
Sewer laterals shall be laid at a minimum slope of 1/4-inch per foot
and perpendicular to the main sewer line.
(j)
All sanitary sewer laterals shall include a cleanout which shall
be constructed in accordance with the design graphic entitled "LMT
Sanitary Sewerage System Sewer Cleanout Detail," a copy of which is
attached hereto and is incorporated by reference, and at the following
locations: (See Exhibit 22C-1)
1)
If the sewer lateral extends into a street right
of way which is bounded by a curb, the clean out shall be located
one foot on the residence side of the curb.
2)
If the sewer lateral extends into a street right
of way which is not bounded by a curb, the clean out shall be located
one foot within the boundary of the right of way of the street.
(4)
Specials. The contractor shall lay six-inch wye or tee-wye branches
for the purpose of making service lateral connections at each lot
shown on the plans and elsewhere if so directed by the Engineer. The
branches shall be laid at an angle with the horizontal compatible
with a lateral slope of 1/4-inch per foot, and have their ends plugged
with an approved stopper. The contractor is cautioned that the sewer
is to be tested by a leakable test as described elsewhere in these
specifications and that the method used to secure the plugs in the
branches and laterals must be such that the plugs will withstand the
internal pressure of the test.
(5)
Manhole Installation.
(a)
All precast concrete bases shall be placed on a bedding or leveling
course consisting of two to three inches of PennDOT No. 2A Coarse
Aggregate.
(b)
The manhole joint sections shall be sealed with two continuous
rings of joint sealant material. Excess sealant material which has
pushed through the inside joints shall be neatly trimmed off.
(c)
Manhole steps shall be located over the bench area in the manhole
base.
(d)
The invert shall be formed with PennDOT Class A cement concrete.
The invert shall be troweled to a smooth finish. Benches shall be
sloped toward the invert at 1/4-inch per foot and shall have a brushed,
nonslip finish. Precast channels must be approved by the Engineer
prior to use.
(e)
Final grade adjustment of the manhole casting shall be a maximum
12 inches and done with precast concrete riser rings. The concrete
riser rings and castings shall be set on a three-inch wide by 1/4-inch
thick strip of joint sealant material with the inside and outside
of the rings to be neatly mortared.
(6)
Drop Connections. Vertical drop connections shall be constructed
of the same size, material and class of pipe and fittings as used
for the main line construction. The drop connection shall be encased
in a minimum of six inches of PennDOT Class "A" cement concrete in
accordance with the standard details. Precast concrete drop connection
blocks must be approved by the Engineer prior to use in the field.
G.
Backfill. All trenches and excavations shall be backfilled within
a reasonable time after the pipe and appurtenances are installed.
The method of backfilling shall be as follows:
(1)
Within State Highway Right-of-Way. Backfilling shall be done
in accordance with the requirements of the state highway occupancy
permit. Backfill requirements begin at the top of the pipe envelope
and continue to the existing or proposed subgrade.
(2)
Within Township Roads. When excavation of an existing Township
Road is required, it shall be done in accordance with requirements
of the Township Road opening permit. The backfill shall be as follows:
(a)
Prior to excavation, all trenches in the existing road are to
be saw-cut the full depth of the bituminous paving.
(b)
Backfill with PennDOT 2A or 2RC crushed stone compacted in eight-inch
layers to finished grade and meeting the compaction requirements of
Subsection 1G(2)(d).
(c)
Top existing trench with two inches of compacted bituminous
stockpile patching material (cold patch).
(d)
After 90 days of settlement time, the cold patch and backfill
material shall be removed and the trench shall be saw-cut an additional
one-foot beyond the initial cut and paved in accordance with Township
specifications.
(3)
All Other Areas.
(a)
Backfill for the remainder of the trenches or excavations shall
be approved material and free from organic matter, large or frozen
lumps, or stones over 10 inches in their largest dimensions. Stones
which are used in backfilling shall be so distributed through the
mass that all interstices are filled with fine material.
(b)
The material shall be moistened or dried, if necessary, to obtain
the required compaction. Backfill material shall be approved by the
Engineer. Special care shall be taken in placing the backfill. Particular
care shall be used to obtain thorough compaction under the haunches
and along the sides of the top of the pipe.
(c)
All backfill shall be placed in loose layers not exceeding six
inches in depth under and around the pipe and not exceeding eight
inches over the pipe. Successive layers shall be added and thoroughly
compacted by hand and pneumatic tampers until the trench is completely
filled to the elevation as directed. Compaction shall be in accordance
with the requirements of Subsection 1G(4). Backfilling shall be done
in such a manner as to avoid injurious top or side pressures on the
pipe.
(4)
Compaction Requirements.
(a)
Backfill shall be compacted to a density satisfactory to the
Engineer. A thoroughly and satisfactorily compacted backfill is defined
as having a minimum dry density of 95% of the maximum density. The
maximum density is the maximum dry weight density in pounds per cubic
foot as determined by the AASHTO Standard Density Test, T 99, Method
C. Where the backfill material consists of sand or silt containing
less than 20% by weight of particles passing the No. 200 mesh sieve,
a minimum dry density of 100% of maximum density will be required.
(b)
All trenches backfilled with earth shall be allowed to settle
for at least 180 days before the permanent base course or pavement
may be constructed unless the following procedure is used:
1)
Utility Trench Backfill Requirements.
a)
All utility trenches shall be backfilled with select
material and shall be properly compacted with approved mechanical
tampers to a minimum compaction of 97%. Compaction testing is required
and shall be performed as determined by the Township Engineer. All
unsuitable or unstable material shall be replaced with suitable backfill
material.
b)
Subbase and base course shall not be placed until
30 days prior to the issuance of the first certification of occupancy
and shall be placed on only those specific roadways required for the
occupancy of the unit.
c)
Prior to construction of the bituminous concrete
wearing course, all trench settlement areas shall be excavated to
the depth of the unconsolidated or unacceptable backfill material,
as determined by the Township Engineer. The excavated areas shall
be backfilled with crushed stone material compacted in maximum lifts
of six inches to a minimum compaction of 97%, after which the base
course shall be replaced.
d)
The bituminous concrete wearing course shall not
be constructed until at least two years after the base course is completed.
e)
The maintenance period for the roadway shall be
extended to three years.
(c)
Placement of subbase and bituminous concrete base course for
proposed roads within Township right-of-way where the trenches were
backfilled with crushed stone can proceed following completion of
backfill.
H.
Gravity Sewer Pipe Testing.
(1)
All sewers must be laid true to line and grade between manholes
and must pass a visual test of straightness. If infiltration in any
test section exceeds 50 gallons per inch diameter of pipe per mile
of length in 24 hours, or if exfiltration exceeds 50 gallons per inch
diameter of pipe per mile of length in 24 hours, the system will not
be accepted or certified for use until corrections are made. No infiltration
or exfiltration will be permitted within 200 feet of a water supply
source. All infiltration and exfiltration tests in sanitary sewer
lines and manholes must be performed by the developer and observed
by the Township Engineer.
(2)
If the pipe to be tested is submerged in ground water, the contractor
shall use low pressure air testing facilities to determine the acceptability
of the test section. Air testing shall be performed in the following
manner:
(a)
If the pipe to be tested is submerged in ground water, insert
a pipe probe by boring or jetting into the backfill material adjacent
to the center of the pipe and determine the pressure in the probe
when air passes slowly through it. (This is the back pressure due
to the probe). All gauge pressures in the test should be increased
by this amount.
(b)
Plug all pipe outlets with suitable test plugs. Brace each plug
securely.
(c)
Add air slowly to the portion of the pipe installation under
test until the internal air pressure is raised to 4.0 psig.
(d)
After an internal pressure of 4.0 psig is obtained allow at
least two minutes for air temperature to stabilize, adding only the
amount of air required to maintain that pressure.
(e)
When pressure decreases to 3.5 psig, start stopwatch. Determine
the time in seconds that is required for the internal air pressure
to reach 2.5 psig.
(f)
Minimum permissible pressure holding times for runs of single
pipe diameter of eight inches, 10 inches, 12 inches and 15 inches
and for systems in combination with trunk lines are indicated in the
following tables. These tables indicate minimum holding time in seconds
required for pressure to drop from 3.5 psig to 2.5 psig.
I.
Manhole Testing.
(1)
All manholes shall be vacuum tested. The approved testing equipment
shall be installed and test performed above the joint between the
manhole frame and leveling courses.
(2)
Vacuum Testing. Ten inches of mercury vacuum shall be drawn
and the vacuum pump shut off. The test requires a loss of no more
than one inch of mercury within 60 seconds for a forty-eight-inch
diameter manhole, 75 seconds for a sixty-inch diameter manhole and
90 seconds for a seventy-two-inch diameter manhole.
J.
Mandrel Testing.
(1)
Mandrel testing is required for all PVC gravity mainline sewers.
The testing equipment (rigid ball or mandrel approved by Engineer)
shall have a diameter equal to 95% of the inside diameter of the pipe
and shall be performed without mechanical pulling devices, with no
pipe exceeding a deflection of 5%.
(2)
Mandrel tests shall be conducted not less than 30 days after
final backfill has been placed.
K.
Low Pressure Sewer Testing.
(1)
After the pipe laying is entirely completed, the joints in all
pipe lines and appurtenances shall be capable of withstanding a static
pressure (psi) of two times the operating pressure of the system for
a minimum duration of 30 minutes. Tests of sections as they are completed
are to be made by static water pressure in the presence of the Engineer.
(2)
Extreme care shall be exercised during the testing to limit
the possibility of property damage due to pipe failure. Temporary
thrust blocks installed for testing purposes must be adequate for
the required test pressure.
(3)
Each section of pipeline shall be filled slowly with water,
preferably 24 hours in advance of the time set for the test. Great
care must be exercised to insure that all air is expelled from the
section of line being tested prior to the test.
(4)
Should the pipe line or appurtenances show any loss of water
during the tests, within said pressure, the contractor shall immediately
locate and repair the leak or leaks, at his own expense.
L.
Highway/Railroad Borings.
(1)
As required by the Pennsylvania Department of Transportation
(PennDOT) and the railroad company having regulatory jurisdiction
within their respective rights-of-way, borings may be permitted.
(2)
The sanitary sewer carrier pipe for said borings shall be centered
within the steel casing pipe by use of steel casing insulators and
end seals as manufactured by Pipeline Seal and Insulator, Inc. (PSI),
or approved equal.
(3)
The steel casing insulator shall be a PVC coated steel bank
with a ribbed inner liner surface that prevents slippage and protects
the carrier pipe. This inner liner shall be non-conductive, and the
steel bank shall have a corrosion resistant finish.
(4)
The steel casing insulator shall have six runners welded to
the steel bank in accordance with AWS specifications. The runners
shall be installed in a configuration of two on top and four on bottom,
equally spaced.
(5)
Following installation, the steel casing insulator shall not
be subject to maximum loadings greater than 30 lbs./sq. in. Sand or
pea gravel, as approved by the Engineer, shall be placed to completely
fill the void between the carrier and casing pipes.
(6)
Steel casing insulators shall be installed within one foot of
each side of all carrier pipe joints, within one foot of both ends
of the casing pipe, and a maximum of 10 feet apart, or as dictated
by the maximum load ratings of the steel casing insulators as approved
by the manufacturer.
(7)
End seals manufactured of a highly flexible, synthetic rubber
with special sealing ribs on the inside and band locating ribs on
the outside may, upon approval by the Engineer, be substituted for
cement grout or mortared brick. Engineer approved stainless steel
bands and clamps shall be used to secure the end seal.
[Ord. 2002-1, 1/3/2002]
1.
Specifications. Materials, workmanship and acceptance criteria shall
be in accordance with the latest revision of the "General Specifications
for the Water System Construction" of the Lehigh County Authority.
[Ord. 2002-1, 1/3/2002]
1.
Storm drainage systems shall be installed in accordance with the design standards and requirements set forth in § 22A-708 of Chapter 22A.
A.
Materials.
(1)
Storm Sewer Pipe.
(a)
Storm sewer piping systems shall conform to the material and
minimum diameter requirements specified below based upon the specific
conveyance, infiltration, and/or building (roof leader) hydraulic
requirements of the system:
[Amended by Ord. 2016-05, 3/17/2016]
1)
All stormwater conveyance piping which is either within a Township
right-of-way or is intended to be dedicated to the Township shall
be reinforced concrete pipe (RCP) with a minimum diameter of 18 inches,
of design compliant to fill depth, and complying with the requirements
of the latest edition of PennDOT Publication 408.
2)
All other stormwater conveyance piping shall have a minimum diameter
of 15 inches and either be:
3)
All stormwater distribution piping within infiltration beds shall
have a minimum diameter of six inches and shall be perforated corrugated
HDPE pipe (or approved equal).
4)
All piping designated for stormwater capture from roof leaders (downspouts)
shall have a minimum equivalent diameter of eight inches (for nonresidential
use) and either be:
5)
If a child-safe grate is required per § 22C-108, Subsection 1A(1)(g), (h) or (i), endwalls, headwalls and end sections must be constructed from reinforced concrete material. If HDPE pipe is proposed, it shall be inserted fully and securely into the headwall, endwall or end section opening and grouted with nonshrink grout.
(b)
Joints. Joints shall be per pipe material as specified below:
[Amended by Ord. 2016-05, 3/17/2016]
(c)
Manholes.
(d)
Frame and Covers.
1)
Provide manhole frames and covers meeting the requirements
of ASTM A-48 and PennDOT Publication 408 Specifications, § 605.2(b)
and PennDOT Construction Standards RC-39. Design frame and cover and
grade adjustment rings for H-20 live load. Adjust to grade with concrete
grade rings and cement mortar.
2)
Manhole casting shall have a clear opening of twenty-one-inch
diameter and a manhole lid diameter of 22 3/4 inches. The words
"STORM SEWER" and "LMT" in two-inch letters shall be cast in the manhole
lid.
3)
Frame and precast concrete grade rings to be attached
to the top of the manhole using three 1/2 inch diameter threaded studs
with hex nuts and washers, inserted through frame and rings. Holes
to be spaced at 120° and two inches from outside edge of frame.
Embed studs four inches into manhole.
(e)
Inlets.
(g)
Concrete Endwalls/Headwalls.[1]
[Amended by Ord. 2016-05, 3/17/2016]
1)
All upstream headwalls shall be fitted with an angled child-safety
grate. Grate construction shall consist of No. 4 rebar minimum (or
equivalent size material) on five-inch center-to-center grid spacing
and shall fully enclose the pipe opening. The front of the grate shall
be constructed at 45° from horizontal, the sides shall be vertical,
and the bottom shall extend horizontally from the headwall flush with
the pipe invert. All sections of the grate shall be permanently affixed
to a frame which shall be constructed of one-and-one-half-inch-by-three-eighths-inch
flat bar. The top of the frame shall be affixed to the headwall using
bar hinges. The bottom corners of the frame shall be bolted to the
headwall. Footholds shall be incorporated above the grate to within
two feet of finished grade vertically above the grate.
2)
All downstream endwalls for pipes of 30 inches in diameter or greater,
or equivalent, shall be fitted with a vertical child-safety grate.
Grate construction shall consist of No. 4 rebar minimum (or equivalent
size material) on five-inch center-to-center vertical spacing and
shall fully cover the pipe opening. All sections of the grate shall
be permanently affixed to a frame which shall be constructed of one-and-one-half-inch-by-three-eighths-inch
flat bar. The top of the frame shall be affixed to the endwall using
bar hinges. The bottom corners of the frame shall be bolted to the
headwall.
3)
All materials shall be concrete or galvanized, as applicable.
[1]
Editor’s Note: The Endwall/Headwall Diagram is included as an attachment to this chapter.
(h)
Concrete End Sections.[2]
[Amended by Ord. 2016-05, 3/17/2016]
1)
All upstream end sections shall be fitted with an angled child-safety
grate. Grate construction shall consist of No. 4 rebar minimum (or
equivalent size material) on five-inch center-to-center vertical spacing
and shall fully enclose the pipe opening. The front of the grate shall
be constructed at 45° from horizontal, the sides shall be vertical,
and the bottom shall extend horizontally from the end section and
flush with the pipe invert. All sections of the grate shall be permanently
affixed to a frame which shall be constructed of one-and-one-half-inch-by
three-eighths-inch flat bar. The top of the frame shall be affixed
to the end section using bar hinges. The bottom corners of the frame
shall be bolted to the end section. Footholds shall be incorporated
above the grate to within two feet of finished grade vertically above
the grate.
2)
All downstream end sections for pipes of 30 inches in diameter or
greater, or equivalent, shall be fitted with a vertical child-safety
grate. Grate construction shall consist of No. 4 rebar minimum (or
equivalent size material) on five-inch center-to-center vertical spacing
and shall fully enclose the pipe opening. All sections of the grate
shall be permanently affixed to a frame which shall be constructed
of one-and-one-half-inch-by three-eighths-inch flat bar. The top of
the frame shall be affixed to the end section using bar hinges. The
bottom corners of the frame shall be bolted to the headwall. Footholds
shall be incorporated above the grate to within two feet of finished
grade vertically above the grate.
3)
All materials shall be concrete or galvanized, as applicable.
[2]
Editor’s Note: The End Section Diagrams are included as attachments to this chapter.
B.
Construction.
(1)
Installation of Pipe. All pipe laying shall carefully progress
uphill with hubs upgrade and ends fully and closely jointed. Trench
widths shall not exceed the outside diameter of the pipe plus 16 inches,
eight inches on either side of the pipe. Trench depths shall be as
required. Trench wall shall be vertical to one foot above the top
of pipe and trench bottom shall be horizontal.
(2)
Lines and Grades.
(a)
The lines and grades for storm sewer pipe to be constructed
shall be established by means of offset stakes, pins or other marks.
Grades shall be furnished at intervals of 50 feet for grades of 0.80%
and over and at 25 feet for grades under 0.80%.
(b)
When the construction of the storm sewer pipe line and grade
is controlled by the use of a laser, periodic checks shall be made
by the contractor from grade stakes furnished at intervals not greater
than 100 feet.
(3)
Dewatering. Any water which collects in an excavation shall
be removed before proceeding with the pipe line or structure.
(4)
Rock Excavation. In rock, the contractor shall excavate the
trench to the required grade plus an additional eight inches below
grade prior to installation of the pipe. The extra excavation shall
be filled and compacted to grade with bedding material. Blasting shall
only be done by a licensed blaster only after obtaining the necessary
permits required by the state or local agencies, as applicable.
(5)
Unsuitable Soil. Should unsuitable soil be encountered, the
Engineer may deem it necessary to excavate and remove the unsuitable
material. The unsuitable material shall be replaced with AASHTO #3
stone to the bottom of the pipe bedding.
(6)
Pipe and Structure Bedding.
(a)
Prior to laying the pipe in the trench, a bedding of PennDOT
#2A stone shall be placed the full width of the trench bottom. The
material shall be a minimum of four inches in depth and thoroughly
compacted, with approved mechanical tampers. The bedding material
shall be extended to a minimum of 12 inches above the top of the pipe
and shall be compacted in eight-inch lifts with approved mechanical
tampers. The bedding shall be graded to provide a uniform and continuous
bearing support for the pipe and the sidewall of the trench throughout
the entire length. Bell holes shall be provided at the ends of each
pipe length.
(b)
Bedding for structures (manholes/inlets) shall be PennDOT #2A
stone, two to three inches in depth, placed on a solid trench bottom
or on undisturbed earth.
[Ord. 2002-1, 1/3/2002]
1.
Landscape Plan. A landscape plan shall be required for all subdivision
and land developments which locates and provides specifications for
all trees, shrubs or other features planned by the developer.
2.
Plant Materials. Street trees, conifers and shrubs shall be of nursery stock quality, grown under the same climatic conditions as at the development site. All materials shall be of the size indicated on the plans and required by Chapter 22A. They shall be of hearty and symmetrical growth, free of insect pests and disease.
4.
Ground Cover and Seeding.
A.
Detention Basins. Detention basin subgrade shall be sealed with a
top course of impermeable clay over the entire pond bottom and returning
a minimum of one foot up the pond banks. A minimum of six inches of
topsoil shall then be placed and fine graded to the design grades.
Seed on the pond bottom shall be PennDOT Formula "D" placed at 21
ponds per square yard with PennDOT Formula "C" at nine pounds per
square yard on the side slopes and berm. Fertilization and mulching
shall be in accordance with PennDOT Form 408 Specifications.
B.
Planting Strips and Recreation Areas. A minimum of eight inches of
topsoil shall be placed and fine graded to the design grades. PennDOT
Formula "B" seed mix at 21 pounds per square yard shall be placed.
Fertilization and mulching shall be in accordance with PennDOT Form
408 Specifications.
5.
Landscaping
Maintenance.
[Added by Ord. No. 2020-05, 10/1/2020]
A.
The
applicant shall make arrangements acceptable to the Township that
all landscape improvements installed in accordance with Township ordinances
shall be guaranteed and maintained in a healthy and/or sound condition,
or replaced by improvements deemed equivalent by the Township.
(1)
Landscape improvements approved for commercial, institutional, and
commonly owned land at residential subdivisions and land developments
shall be perpetually maintained in a healthy and/or sound condition.
Applicants shall record a covenant on the property in a form acceptable
to the Township Solicitor to guarantee this requirement.
(2)
Replacement plant material shall be installed within 20 days of notification by the Township to do so. Such notification shall take into account weather conditions adverse to new planting. Failure to replace trees and/or other plant material as required shall subject the person(s) responsible for such replacement to the fines and penalties of § 22A-1103, except the minimum fine shall be $50 per day, per site.
[Ord. 2002-1, 1/3/2002; as amended by Ord. 2011-12, 10/6/2011]
1.
Monuments.
A.
Permanent concrete monuments shall be accurately placed at the intersections,
change in directions of all lines forming the boundary of the property
subdivided, along all interior street lines at changes in direction,
at beginning and ends of curves and at intermediate points where topographical
consideration make it impossible to sight between two adjacent monuments.
B.
Monuments shall be constructed of concrete with a minimum size of
four inches by four inches at the ground level and 30 inches long.
The top of the monument shall be set flush with adjacent grade and
marked with a 1/2-inch round brass pin, re-bar or a drilled hole.
All monuments shall be set by or under the direct supervision of a
registered professional surveyor in the Commonwealth of Pennsylvania.
2.
Lot Pins.
A.
Lot pins shall be accurately placed at the beginning and ending of
all curves, intersections, changes in direction of all lot lines and
at all lot corners. Where concrete monuments are required at such
locations, no lot pins shall be set.
B.
Lot pins shall be 3/4-inch diameter pipe or reinforcing rod at least
30 inches long. The top of the pin shall be flush with the adjacent
grade. All lot pins shall be set by or under the direct supervision
of a registered professional surveyor in the Commonwealth of Pennsylvania.
3.
Street and Traffic Control Signs. Street name signs shall be installed
at all street intersections. Traffic control signs shall be set at
all locations shown on the approved plans. The placement of all signs
shall be subject to PennDOT standards or, in the event no standard
applies, signs shall be set at the locations requested by the Township
Board of Commissioners.
4.
Street Lights.
A.
Street lighting consisting of public pole lighting along the street
or private on-lot post lighting shall be provided as determined by
the Township Planning Commission.
B.
Where public pole lighting fixtures might be required in the future,
but not as part of the improvements to be constructed by the developer,
the distribution capability shall be designed and installed in accordance
with the standards of Pennsylvania Power and Light Company.
