[R.O. 1993 § 705.010; Code 1972 § 30-14;
CC 1988 § 27-36]
Any trunk line constructed and connected into the City sanitation
system shall become the property of the City and a part of the City
sanitation system, and shall be maintained by the City. Before any
trunk line is accepted, it shall meet all the requirements stated
in this Article.
[R.O. 1993 § 705.020; Code 1972 § 30-15;
CC 1988 § 27-37]
Future sewer extensions by the City shall, of necessity, be
regulated by the funds available and appropriated by the City Council.
Where City extensions are constructed by the City, priority shall
be given to residences where no City sewer service was available prior
to July 1, 1969.
[R.O. 1993 § 705.030; Code 1972 § 30-16;
CC 1988 § 27-38]
A.
Sewer extensions outside the City shall be regulated by contract,
the nature and form of which shall be approved by the City Council,
and shall be standard for all connections and extensions outside of
the City.
B.
The contract shall contain a provision that all land served by the
sewer will be developed according to all applicable subdivision and
building regulations of the City and a statement that the provision
shall apply to present and all future owners of the land.
[R.O. 1993 § 705.040; Code 1972 § 30-19;
CC 1988 § 27-39]
There will be no City participation in the cost of construction
of sewer extensions outside of the City.
[R.O. 1993 § 705.050; Code 1972 § 30-20;
CC 1988 § 27-40]
A.
It shall be unlawful to place any pipe or conduit which carries or
is intended to carry sewage in the same trench or ditch with a pipe
or conduit which carries, or is intended to carry, a potable water
supply. In every case where a water and sewer line are parallel, the
water line shall be at least ten (10) feet horizontally from and at
a higher elevation than the sewer line.
B.
Where it is not possible to meet the above conditions, or where for
any reason unusual circumstances present a potential or actual hazard
to a potable water supply, the Missouri Department of Natural Resources
must be notified in writing and plans submitted showing the precautions
which are to be taken to minimize the hazard to the potable water
supply. In no case shall the work proceed until the plans for protecting
the water supply have been approved in writing by the Missouri Department
of Natural Resources.
[R.O. 1993 § 705.060; Code 1972 § 30-22;
CC 1988 § 27-41]
No sewer line less than six (6) inches in diameter located in
the public right-of-way shall be maintained by the City Sewer Department.
[R.O. 1993 § 705.070; Code 1972 § 30-23;
CC 1988 § 27-42; Ord. No. 2003-2537 § 1, 3-25-2003]
Each residential structure shall have its own private lateral
tapped into the City sewer. No two (2) separate structures shall share
the same lateral or sewer tap. All new and renovated sewer laterals
shall be equipped with an approved backflow prevention device.
[R.O. 1993 § 705.080; Ord. No.
99-2405 § 1, 10-26-1999]
A.
Quality Assurance.
1.
Testing Laboratory.
a.
Soil compaction testing and other required testing will be performed
by a testing laboratory selected by the owner.
b.
Frequency of testing and location of tests shall be determined
by the owner's representative and testing laboratory personnel to
assure compliance with specification requirements.
2.
Standards. Tests shall comply with the latest revisions:
a.
ASTM C136: Sieve or screen analysis of fine and coarse aggregates.
b.
ASTM D2922: Density of soil in place and soil aggregate in place
by nuclear methods.
c.
ASTM D2167: Density of soil in place by the rubber balloon method.
d.
ASTM D698: Moisture density relations of soils and soil-aggregate
mixtures using a five-and-one-half-pound rammer and eighteen-inch
drop.
e.
ASTM D2487: Classification of soils for engineering purposes.
3.
Compliance. Contractor shall correct all deficiencies disclosed
by test results promptly upon being notified of deficiencies.
B.
Fill And Pipe Embedment Material.
1.
Embedment Material.
a.
Material shall be clean river gravel or sound crushed limestone,
free of cementitious, shaly or flat and flaky particles in an amount
which would cause the material to cake or pack or otherwise form an
unyielding support for the pipe. Gradation shall be:
(1)
Three-fourths-inch square mesh sieve: one hundred
percent (100%) passing.
(2)
One-half-inch square mesh sieve: ninety percent
(90%) to one hundred percent (100%) passing.
(3)
No. 4 square mesh sieve: zero percent (0%) to fifteen
percent (15%) passing.
(4)
No. 8 square mesh sieve: zero percent (0%) to five
percent (5%) passing.
b.
Where bedding rock is not required, bedding material shall be
same as fill material.
2.
Fill Material. Backfill material shall be selected earth or
granular fill material, free from sod, sticks and roots over one-half
(1/2) inch in diameter, and free from hard lumps, clods or rock in
such quantity or concentration as to interfere with the specified
compaction. Material shall be of proper moisture content for specified
compaction.
C.
Execution — General.
1.
Trenching work shall be performed in a safe and proper manner,
with suitable precautions being taken against hazards of every kind.
Trenching shall provide adequate working space and clearances for
the work to be performed therein.
2.
Trenching and backfilling during freezing weather shall not
be done except by permission of the engineer. No backfill materials
shall be installed on frozen surfaces nor shall frozen materials,
snow or ice be placed in any backfill.
3.
When operating on pavements or walks all equipment shall be
rubber tired, except for excavation equipment. Excavating equipment,
in such cases, shall not have grousers, cleats or lugs on the tracks.
The contractor shall take all precautions necessary to protect the
existing pavements and walks.
4.
No classification of excavated materials will be made. Trenching
and trenching work shall include the removal and subsequent handling
of all materials excavated or otherwise removed in performance of
the contract work, regardless of the type, character, composition
or condition thereof.
5.
Pipe lines and other existing underground installations and
structures in the vicinity of the work to be done hereunder are indicated
on the plans according to the best information available to the owner.
The owner does not guarantee the accuracy of such information. The
contractor shall make every effort to locate all underground pipe
lines, conduits and structures by contacting owners of underground
utilities and by prospecting in advance of trench excavation. Damage
to any existing underground installation caused by the contractor's
operation shall be repaired at the contractor's expense.
6.
Any delays or extra cost to the contractor caused by pipe lines
or other underground structures or obstructions not shown by the plans,
or found in locations different than those indicated, shall not constitute
a claim for extra work, additional payment or damages.
7.
Erosion control of disturbed areas will be required during the
construction period through the use of check dams, siltation pools,
mulching, etc.
D.
Trench Excavation.
1.
General.
a.
The contractor shall not open more trench in advance of pipe
laying than is necessary to expedite the work. One (1) block or four
hundred (400) feet (whichever is the shorter) shall be the maximum
length of open trench permitted on any line under construction.
b.
Except where tunneling is permitted by the engineer or called
for on the plans, all trench excavation shall be open cut from the
surface.
c.
Trench walls shall be vertical, and braced where necessary,
in streets or improved area unless otherwise authorized by the engineer.
2.
Alignment And Grade.
a.
Sewer And Storm Sewer Lines. The alignment and grade or elevation
of each pipe line shall be fixed and determined by means of offset
stakes. Vertical and horizontal alignment of pipes and the maximum
joint deflection used in connection therewith shall be in conformity
with the requirements of the specification covering the installation
of the pipe being laid in each case.
b.
Water Lines. Trenches shall be carefully excavated so that the
minimum cover over top of pipe will be forty-two (42) inches to existing
street or ground surface, or to future surface when indicated. Greater
cover at some locations along the line may be required due to street
or ground profile and clearance of culverts, structures, utility lines,
etc.
3.
Minimum Trench Widths And Pipe Clearances.
a.
Trenches shall be excavated to a width which will provide adequate
working space and pipe clearances for proper pipe installation, jointing
and embedment.
b.
Below an elevation of twelve (12) inches from ground level to
the top of the installed pipe, the trench width shall be maintained
as narrow as possible.
c.
Where necessary to reduce the earth load on trench banks to
prevent sliding and caving, the banks may be cut back on slopes which
shall not extend lower than one (1) foot above the top of the pipe.
4.
Mechanical Excavation.
a.
The use of mechanical equipment will not be permitted in locations
where its operation would cause damage to buildings, culverts, or
other existing property, utilities, or structures above or below ground;
in all such locations, hand excavating tools and methods shall be
used.
b.
Mechanical equipment used for trench excavation shall be of
a type, design and construction and shall be so operated, that the
rough trench excavation bottom elevation can be controlled, that uniform
trench widths and vertical side walls are obtained at least from an
elevation one (1) foot above the top of the installed pipe to the
bottom of the trench, and that the trench alignment is such that the
pipe when accurately laid to specified alignment will be centered
in the trench with adequate clearance between the pipe and side walls
of the trench. Undercutting of the trench side wall to obtain clearance
will not be permitted.
5.
Excavation Below Pipe Subgrade. Except where otherwise required,
pipe trenches shall be excavated below pipe subgrade elevations to
provide for the installation of granular fill pipe foundation material.
6.
Unauthorized Trench Widths. Where the width of the lower portion
of the trench as excavated at any point exceeds the maximum permitted,
either pipe of adequate strength, classification or gage, special
pipe embedment, or Class A concrete arch encasement (for concrete
pipe only), as required by loading conditions and as determined by
the engineer, shall be furnished and installed by and at the expense
of the contractor.
7.
Grubbing. Grub out live roots for a distance of at least six
(6) inches below and eight (8) inches on sides of outside surface
of pipe.
8.
Bell Holes. Bell holes shall provide adequate clearance for
the tools and methods used in installing the pipe. No part of any
bell or coupling shall be in contact with the trench bottom, trench
walls, or the granular fill when the pipe is jointed.
9.
Cutting Concrete Pavement And Walks.
a.
Cuts in concrete and asphalt pavements shall be no larger than
necessary to provide adequate working space for proper installation
of pipe and pipe line appurtenances. Cutting shall be started with
a concrete saw (or by other cutting method approved by the engineer)
and in a manner which will provide a clean groove at least one and
one-half (1 1/2) inches deep along each side of the trench and
along the perimeter of cuts for structures.
b.
Pavement and base pavement over trenches excavated for pipe
lines shall be removed so that a shoulder not less than six (6) inches
in width at any point is left between the cut edge of the pavement
and the top edge of the trench. The trench width at the bottom shall
not be greater than at the top and no undercutting will be permitted.
Pavement cuts shall be made to and between straight or accurately
marked curved lines which, unless otherwise required, shall be parallel
to the center line of the trench.
E.
Sheeting And Shoring. Except where banks may be cut back on a stable
slope, excavation for trenches shall be properly and substantially
sheeted, braced and shored, as necessary, to prevent caving or sliding,
to provide protection for the workmen and the work, and to provide
protection for existing structures and facilities. Sheeting, bracing
and shoring shall be designed and built to withstand all loads that
might be caused by earth movement or pressure, and shall be rigid,
maintaining its shape and position under all circumstances.
F.
Stabilization — General.
1.
Trench bottoms shall be firm, dense and thoroughly compacted
and consolidated; shall be free from mud and muck; and shall be sufficiently
stable to remain firm and intact under the feet of the workmen.
2.
Trench bottoms which are otherwise solid, but which become mucky
on top due to construction operations, shall be reinforced with one
(1) or more layers of granular fill material or other crushed stone
or gravel embedded therein. Not more than one-half-inch depth of mud
or muck shall be allowed to remain on stabilized trench bottoms when
the pipe bedding material is placed thereon. The finished elevation
of stabilized subgrades for concrete structures shall not be above
the subgrade elevations.
3.
All stabilization work hereunder shall be performed by and at
the expense of the contractor.
4.
If the subgrade for pipe can be stabilized with a thickness
of granular fill of twelve (12) inches or less below bottom of pipe,
or subgrade of structure, such stabilization will be at the contractor's
expense.
G.
Blasting.
1.
Blasting will not be allowed, unless approved by the owner.
2.
The contractor shall comply with all laws, ordinances, applicable
safety code requirements, and regulations relative to the handling,
storage, and use of explosive and the protection of life and property.
He/she shall be responsible for all damage caused by his/her blasting
operations.
3.
Suitable weighted plank covering or mattresses shall be provided
to confine all materials, lifted by blasting, within the limits of
the excavation or trench.
4.
All rock which cannot be handled and compacted as earth shall
be kept separate from other excavated materials and shall not be mixed
with other backfill or embankment materials except as specified or
directed.
H.
Removal Of Water. The contractor shall provide and maintain adequate
dewatering equipment to remove and dispose of all surface and ground
water entering excavations, trenches, or other part of the work. Each
excavation shall be kept dry during subgrade preparation and continually
thereafter until the structure to be built, or the pipe line to be
installed, therein is completed to the extent that no damage from
hydrostatic pressure, flotation, or other causes will result.
I.
Standard Compaction And Field Density Tests.
1.
General. Wherever the terms, "_____% of Maximum Density" or
"Optimum Moisture," are used, Maximum Density and Optimum Moisture
shall be determined by the standard compaction test described below.
2.
Standard Compaction Test.
a.
The standard compaction test shall be in accordance with AASHTO
Desig. T99, except as modified below.
b.
For samples containing no material retained on the No. 4 sieve,
use Method A or B. When the plasticity index of the soil is greater
than twenty-five (25) (heavy clays), the soil shall be placed in the
mold in four (4) layers, each compacted as outlined in the test method
used.
c.
For samples containing material retained on the No. 4 sieve,
use Method D, preferably, or Method C. The amount retained on the
three-fourths-inch sieve shall be weighed and discarded. To prepare
the sample for the compaction test, the same amount of three-fourths-inch
to No. 4 sieve material shall be substituted for the portion discarded.
3.
Field Density Test. Field density shall be obtained using the
sand cone method (AASHTO Desig. T-147), by the balloon method, or
by use of any satisfactory materials or equipment suitable to the
conditions prevailing in the material being tested. The calculated
density obtained in this test is divided by the maximum density as
determined by the Standard Compaction Test to determine the percent
compaction obtained.
4.
Rock Correction. When the amount of material retained on the
No. 4 sieve is different in the field density tests than that in the
sample used in the Standard Compaction Test, the actual degree of
compaction shall be determined by applying a correction factor to
the apparent percent compaction. This correction factor may be arrived
at by any well established engineering procedure or by the recommendations
of the State Highway Commission, Geology and Soils Manuals, said recommendations
being made a part of this contract by reference.
5.
Comparison With Surrounding Soil Density. It will be assumed
that undisturbed surrounding soil in its natural state will have a
field density of eighty-seven percent (87%) of maximum density. On
this basis, where ninety percent (90%) of maximum density is specified,
the required density will be one hundred three and one-half percent
(103.5%) of density of the surrounding soil. Where ninety-five percent
(95%) of maximum density is specified, the required density will be
one hundred nine percent (109%) of the density of the surrounding
soil.
J.
Pipe Embedment.
1.
General. Place pipe embedment material on a suitably prepared
subgrade in lifts not exceeding six (6) inches and bring up evenly
on both sides of pipe. Do not dump over side of trench in any manner
that will bring earth into the embedment material or displace the
pipe. Compact, vibrate, or slice with a shovel, in such manner that
material fill will take its final compaction and provide uniform and
solid bearing under the pipe and its haunches.
2.
Sewer And Storm Pipe Bedding.
a.
Class B bedding shall be used on all piping, except for locations
noted on the plans where Class A bedding is required.
b.
All granular bedding is to be omitted in a five-foot section
of trench immediately upstream of each manhole. The trench bottom
is to be shaped to fit the pipe bottom with hand compaction of earth
around the sides and to a point two (2) feet above the pipe. If earth
is unsuitable for pipe support or backfill, over excavate and replace
with suitable material. Earth in the five-foot section of trench length
shall be compacted to at least ninety percent (90%) of optimum density.
c.
Placement And Compaction. All granular fill material beneath
the pipe shall be spread and the surface graded to provide a uniform
and continuous support beneath the pipe at all points between bell
holes or pipe joints. It will be permissible to slightly disturb the
finished subgrade surface by the withdrawal of pipe slings or other
lifting tackle.
d.
After each pipe has been graded, aligned and placed in final
position on the bedding material, and shoved home, sufficient pipe
embedment material shall be deposited and compacted around each side
of the pipe and back of the bell or end thereof to firmly hold and
maintain the pipe in proper position and alignment during subsequent
pipe jointing, embedment and backfilling operations.
e.
Embedment material shall be deposited and compacted uniformly
and simultaneously on each side of the pipe to prevent lateral displacement
of the pipe and brought to a minimum height of six (6) inches above
top of pipe.
3.
Water Line Pipe Bedding.
a.
Where rock has been excavated, selected earth or granular material
shall be placed under the sides and around the pipe to a point six
(6) inches above the top of the pipe. Embedment material shall be
deposited simultaneously on each side of the pipe to prevent lateral
displacement of the pipe.
b.
When not in rock excavation, all buried pipe shall be installed
under laying condition Type 2 as described in AWWA C150/A21.50, latest
edition. This condition calls for flat-bottom trench with backfill
lightly consolidated to the center line of the pipe.
K.
Trench Backfill Compaction. All trench backfill above pipe embedment
shall conform to one (1) of the following specifications:
1.
All county and City gravel surface roads shall be backfilled
entirely with approved crushed rock or river gravel. The disposal
of unsuitable material excavated will be the responsibility of the
contractor.
2.
Ninety-Percent Compacted Backfill. Under streets, drives or
State or county highways surfaced with gravel, crushed stone, blacktop
or other low- or intermediate-type surfacing. In street, road, highway,
railway or alley rights-of-way. In traveled ways. In established lawns.
Any line within five (5) feet of back of curb or five (5) feet of
street surfacing if no curb, either perpendicular to or parallel to
the street shall be considered as under the street surfacing, and
ninety-percent compaction shall apply.
3.
Ninety-Five-Percent Compacted Backfill. Under concrete, asphaltic
concrete, brick, concrete structures or other high-type pavements.
Under concrete walks, curbs, gutters and culverts. Under all types
of street surfacing where trench cut is approximately at right angle
to roadway.
4.
In areas not listed above, backfill shall be compacted to a
density equal to the surrounding ground.
5.
Six (6) inches of topsoil shall be placed in the top of trenches
that are to be covered with sod or to be seeded.
6.
If specified density cannot be obtained with available earth,
the contractor shall furnish and haul granular fill material or suitable
earth at his/her expense. Unsuitable earth shall be disposed of at
the contractor's expense.
7.
The engineer will call for density tests to be made whenever
deemed necessary. The specified density will be the minimum allowed
and the obtainment thereof will be entirely the contractor's responsibility.
8.
Thickness of backfill layers will be determined by the coordination
of test results with field performance and equipment used. The contractor
will be expected to maintain established procedures except where unusual
conditions arise. If greater than twelve-inch-thick compacted layers
are used, the contractor shall hand excavate to the test level as
directed by the engineer and then refill the test excavation with
compacted backfill to the specified density.
9.
All completed lines shall be returned, in the opinion of the
engineer, as nearly as possible to original condition, including reseeding,
resodding or repaving.
L.
Drainage Maintenance. Trenches across roadways, driveways, walks,
or other trafficways adjacent to drainage ditches or watercourses
shall not be backfilled prior to completion of backfilling the trench
on the upstream side of the trafficway, to prevent impounding water
after the pipe has been laid. Bridges and other temporary structures
required to maintain traffic across such unfilled trenches shall be
constructed and maintained by the contractor. Backfilling shall be
done so that water will not accumulate in unfilled or partially filled
trenches. All material deposited in roadway ditches or other watercourses
crossed by the line of trench shall be removed immediately after backfilling
is completed and the section, grades, and contours of ditches or watercourses
shall be restored to their original condition. Surface drainage shall
not be obstructed longer than necessary.
M.
Final Grading And Disposal Of Excess Excavated Materials.
1.
General.
a.
Except as otherwise indicated, all excess excavated materials
shall be disposed of by the contractor away from the site of the work.
b.
Pavement and pavement base material, excavated rock in excess
of the amount permitted to be and actually installed in trench backfill,
junk and debris encountered in excavation work, and other similar
waste materials shall be disposed of away from the site of the work.
c.
The disposal of waste and excess excavated materials, including
hauling, handling, leveling and surfacing, shall be at the contractor's
expense.
2.
Uncompacted Backfill. Where uncompacted backfill is specified,
excess earth from excavations, over and above that displaced by the
pipe, shall be mounded directly over the pipe trench, in such manner
that the earth will settle into the trench as natural consolidation
occurs. Openings for natural drainage shall be provided. The mounded
earth shall be graded to a smooth, uniform surface. That portion of
the earth displaced by the pipe shall be uniformly and smoothly graded
adjacent to the trench.
3.
Other Types Of Backfill. For all types of backfill other than
uncompacted, the contractor shall dispose of excess excavated material
above the surface of the ground or subgrade of pavement walks, etc.,
unless otherwise directed. Where directed, the contractor shall leave
all or a portion of the excess earth and grade smoothly along and
adjacent to the trench in the manner prescribed by the engineer. If
directed, he/she shall grade excess earth into adjacent low areas,
fine grading and sloping to drain.
4.
Final Grading.
a.
Just prior to completion and acceptance of the project, the
contractor shall final grade over all pipe trenches and around structures,
filling in any places that may have settled during the period between
construction of each line and the completion of the entire contract.
Finished surface shall be bladed and aligned to a neat and uniform
appearance.
b.
Improved yards and lawns. Fine grade, suitable for seeding or
sodding. Hand rake earth off grass in established lawn areas, unless
directed to leave excess earth as outlined above.
5.
Deficiency Of Backfill. Wherever there is a deficiency of material
required to backfill to the specified surface or subgrade, the contractor
shall furnish the necessary amount of suitable earth at his/her expense.
6.
Restoration Of Disturbed Earth. The contractor shall restore
all earth areas disturbed from the original condition by his/her operations.
Restoration will be by seeding, fertilizing and mulching or by appropriate
pavement and street repair.
N.
Responsibility Of Contractor For Backfill Settlement.
1.
The contractor shall be responsible financially and otherwise
for:
a.
All settlement of trench and other backfill which may occur
from time of original backfilling until the expiration of one (1)
year after the date of final payment for the entire contract under
which the backfilling work was performed.
b.
The refilling and repair of all backfill settlement and the
repair or replacement to the original or a better condition of all
pavement, top surfacings, driveways, walks, surface structures, utilities,
drainage facilities and sod which may have been damaged as a result
of backfill settlement or which have been removed or destroyed in
connection with backfill replacement operations.
c.
All damage claims or court actions against the owner for any
damage directly or indirectly caused by backfill settlement.
2.
The contractor shall make all necessary backfill replacements
and repairs, or replacements appurtenant thereto, within thirty (30)
days after notification by the owner or engineer. Upon the contractor's
failure to do so, the owner may do, or have done, the necessary work
and charge the cost to the contractor.
O.
Barricades And Lights.
1.
All streets, roads, highways and other public thoroughfares
which are closed to traffic shall be protected by means of effective
barricades on which shall be placed acceptable warning signs. Barricades
shall be located at the nearest intersecting public highway or street
on each side of the blocked section.
2.
All open trenches and other excavations shall be provided with
suitable barriers, signs, and lights to the extent that adequate protection
is provided to the public. Obstructions such as material piles and
equipment shall be provided with similar warning signs and lights.
3.
All barricades and obstructions shall be illuminated by means
of warning lights at night. All lights used for this purpose shall
be kept on from sunset to sunrise. Materials stored shall be so placed,
and the work at all times shall be so conducted, as to cause the minimum
obstruction and inconvenience to the public.
4.
All barricades, signs, lights and other protective devices shall
be installed and maintained in conformity with applicable statutory
requirements, and where within highway rights-of-way, as required
by the authority having jurisdiction hereover.
P.
Maintenance Of Traffic. The contractor shall conduct his/her work
so as to interfere as little as possible with public travel, whether
vehicular or pedestrian; whenever it is necessary to cross, obstruct,
or close roads, driveways, and walks, whether public or private, the
contractor shall at his/her own expense provide and maintain suitable
and safe bridges, detours, or other temporary expedients for the accommodation
of public and private travel and shall give reasonable notice to owners
of private drives before interfering with them; provided, however,
that such maintenance of traffic will not be required at any point
where the contractor has obtained permission from the owner and tenant
of private property, or from the authority having jurisdiction over
the public property involved, to obstruct traffic at any designated
point thereon and for the duration of whatever period of time as may
be agreed upon.
[R.O. 1993 § 705.090; Ord. No.
99-2405 § 1, 10-26-1999]
A.
Quality Control.
B.
Submittals.
1.
Test reports. Submit certified copies of test reports on each
section of pipe tested.
C.
Execution — General.
1.
The contractor shall provide all necessary piping connections,
pumping equipment, pressure gauges, flow meters, and other equipment
as necessary for the required test.
2.
The owner will furnish at the nearest available source all water
required for filling the lines and making the required test. The pipe
shall be filled with water at a velocity not to exceed one (1) foot
per second. Air shall be expelled from pipeline during filling.
3.
Where practical, pipelines shall be tested in lengths of not
more than one thousand five hundred (1,500) feet.
4.
All pipe, fittings and other materials found to be defective
shall be removed and replaced with new materials by the contractor.
5.
All lines that fail to meet tests shall be repaired and retested
as necessary until test requirements are complied with.
6.
During the contract or one (1) year guarantee period, testing
before backfilling in no way relieves the contractor of the responsibility
of repairing leaks which become evident after the main is put into
service.
D.
Testing After Backfill.
1.
If the contractor chooses to test after backfilling, he/she
shall comply with all requirements shown for testing before backfilling,
except that the duration of the test shall be for four (4) hours.
All surface indications of leaks shall be immediately corrected even
though the total leakage is less than allowed.
2.
In the event the leakage is more than permissible, the system
shall be corrected as found necessary to bring it within the allowed
limits. It shall be subject to as many two-hour tests as necessary
to obtain the desired result. If a section of pipe fails the two-hour
test, then a four-hour test may be required by the project engineer.
E.
Testing Before Backfill.
1.
All backup blocks and anchors shall have been in place at least
forty-eight (48) hours prior to testing.
2.
The test pressure shall be maintained for two (2) hours or longer
as is necessary for time to inspect the pipeline for visible leaks
and as is required to obtain a reasonable time for leakage measurement.
3.
Pressure testing prior to backfill is discouraged due to safety
concerns.
F.
Pressure Test.
1.
Test Pressure.
a.
All newly installed piping shall be hydrostatic pressure tested
at fifty (50) psi or two and one-half (2 1/2) times the working
pressure of the system.
b.
Pressure shall not vary by more than plus or minus five (5)
psi.
c.
Pressurization. Each valved section of pipe shall be filled
with water slowly and the specified test pressure, based on the elevation
of the lowest point of the line or section under test and corrected
to the elevation of the test gage, shall be applied by means of a
pump connected to the pipe. Test shall begin after pipe is filled
with water and the air expelled.
2.
Air Removal. Before applying the specified test pressure, air
shall be expelled completely from the pipe, valves, and hydrants.
If permanent air vents are not located at all high points, the contractor
shall install corporation cocks at such points so that the air can
be expelled as the line is filled with water. After all the air has
been expelled, the corporation cocks shall be closed and the test
pressure applied. At the conclusion of the pressure test, the corporation
cocks shall be removed and plugged, or left in place at the discretion
of the owner.
3.
Examination. All exposed pipe, fittings, valves, hydrants, and
joints shall be examined carefully during the test. Any damage or
defective pipe, fittings, valves, or hydrants that are discovered
following the pressure test shall be repaired or replaced with sound
material, and the test shall be repeated until it is satisfactory
to the owner.
G.
Leakage Test.
1.
General. A leakage test shall be conducted concurrently with
the pressure test.
2.
Leakage Defined. "Leakage" shall be defined as the quantity
of water that must be supplied into the newly laid pipe, or any valved
section thereof, to maintain pressure within five (5) psi of the specified
test pressure after the air in the pipeline has been expelled and
the pipe has been filled with water.
3.
Allowable Leakage.
a.
No pipe installation will be accepted if the leakage is greater
than that determined by the following formula:
|
L
|
=
|
SD(p)1/2
133,200
|
|
in which L is the allowable leakage, in gallons per hour; S
is the number of pipelines tested in feet; D is the nominal diameter
of the pipe, in inches; and P is the average test pressure during
the leakage test, in pounds per square inch gage.
|
b.
When testing against closed metal-seated valves, an additional
leakage per closed valve of 0.00078 gallons per hour per inch of nominal
valve size shall be allowed.
c.
All visible leaks shall be repaired regardless of the amount
of leakage.
4.
Acceptance Of Installation. Acceptance shall be determined on
the basis of allowable leakage. If any test of pipe laid discloses
leakage greater than that specified, the contractor shall, at his/her
own expense, locate and repair the defective material until the leakage
is within the specified allowance.
[R.O. 1993 § 705.100; Ord. No.
99-2405 § 1, 10-26-1999]
A.
Quality Assurance. Compliance with specifications:
1.
Furnish proof acceptable to the owner, when called for during
construction, that all sewer pipe installed equal or exceed all requirements
specified for this work.
2.
If such proof is not submitted or is unacceptable, replace all
such items to conform to the specifications, and repair any damage,
all at no cost to the owner.
B.
Submittals.
1.
Shop Drawings. Submit shop drawings to the engineer within thirty
(30) days after award of contract in accordance with Section 01340,
showing all materials to be furnished and installed.
2.
As-Built Drawings. During progress of the work, maintain an
accurate record of all changes made in the sewer pipe installation
from the layout and materials shown on the approved shop drawings.
C.
Products.
1.
Pipe Material.
a.
Pipe material used on the project is designated on the plans
as ductile iron or sewer pipe. "Sewer pipe" is defined as including
vitrified clay pipe, ABS plastic sewer pipe, PVC gravity sewer pipe,
PVC pressure sewer pipe, ductile iron pipe, or concrete pipe.
b.
Sewer pipe which is fifteen (15) inches in diameter or smaller
may be vitrified clay pipe (VCP), ABS plastic sewer pipe, or PVC gravity
sewer pipe as specified. The four-inch house service lines may be
VCP, PVC, or ABS pipe.
c.
Bidders shall designate pipe material to be used on the proposal
form.
d.
The force main pipe shall be PVC or DIP as detailed.
2.
Pipe Joints.
a.
Pipe joints on new construction shall be standard joints for
pipe material used. Where joining new pipe to existing old pipe twelve-inch
diameter and smaller at various sewer replacements, and joining pipes
of different material, rubber couplings shall be used. Couplings shall
be heavy duty rubber with two (2) stainless steel clamps and one (1)
stainless steel shear ring. Transition bushings of proper size shall
be used for joining DIP to VCP or PVC pipe.
b.
For joining old to new pipe in sizes larger than twelve-inch
diameter, where rubber couplings described above are not available,
use standard concrete collar as detailed.
3.
Sewer Pipe.
a.
b.
Plastic Gravity Sewer Pipe (PVC).
(1)
PVC sewer pipe and fittings shall meet the requirements
of ASTM specification D3034 (SDR 35), Type PSM polyvinyl chloride
(PVC) sewer pipe and fittings.
(2)
All pipe and fittings shall be made from PVC components
as defined and described in ASTM D1784 for rigid polyvinyl chloride
compounds and chlorinated poly compounds.
(3)
Gaskets shall meet the requirements of ASTM F477.
c.
Force Main Pipe (PVC Pressure Pipe).
(1)
PVC pipe shall conform to all requirements of commercial
standard CS-256-63, ASTM D2241-84, latest revision, and be pressure
rated at one hundred sixty (160) psi with standard dimension ratio
(SDR) of 26 for barrel, bell or coupling. 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 D1784-68, latest revision.
Certificate of compliance shall be furnished with material.
(2)
Joints. All joints of both pipe and fittings shall
comply with ASTM specification D3139, Joints for Plastic Pressure
Pipes Using Flexible Elastomeric Seals. Joint bells shall be formed
integrally with the pipe or fitting and shall have a raceway or groove
which is specially formed to accept and retain the gasket. Pipe spigots
shall be beveled and shall have insertion stop marks. Qualification
tests of the joint design shall result in no leakage under various
laboratory test conditions of joint alignment and pressure at two
and one-half (2 1/2) times rated pressure.
(3)
Gaskets. Gaskets shall be molded from a high-grade,
properly vulcanized, elastomeric compound consisting of either a basic
natural or synthetic rubber. Gaskets shall be marked to show IPS for
pressure-rated pipe, nominal pipe size, manufacturer's identification,
and year of manufacture. Gaskets shall be color striped on the side
of the gasket that faces the open bell to facilitate proper installation.
Gaskets shall comply with the requirements of ASTM specification F477,
Elastomeric Seals (Gaskets) for Joining Plastic Pipes.
(4)
Lubricant. Lubricant shall be suitable for use
at temperatures from five degrees Fahrenheit (5° F.) to one hundred
twenty degrees Fahrenheit (120° F.) [minus fifteen degrees Celsius
(-15° C.) to fifty degrees Celsius (50° C.)]. It shall have
no deteriorating effect on the gasket or pipe material. It shall be
non-toxic and not support the growth of bacteria and shall be water
soluble. Containers shall be labeled with the manufacturer's name
and identified as PVC pipe joint lubricant. Each lubricant container
shall have printed instructions for usage and joint assembly.
(5)
Fittings. Fittings four (4) inches and smaller
shall be PVC with push-on joints. Fittings six (6) inches and larger
shall be cast iron with mechanical joint ends conforming to ANSI 21.11
except gaskets shall be duck tip transition type.
d.
Ductile Iron Pipe.
(1)
Ductile iron pipe shall be manufactured and tested
in accordance with ASA specification A21.51-1976. Iron shall be 60/42/10.
(2)
Pipe for sewers and force mains shall be bituminous
coated inside and outside with no cement lining unless otherwise approved
by the engineer in writing.
(3)
Thickness class shall be Class 50 unless noted
otherwise on the plans.
(4)
Pipe joints shall be boltless gasketed type, American
"Fastite," Clow "Bell-Tite," U.S. "Tyton" or equal.
(5)
Fittings shall be short body mechanical joint cast
iron, unless shown otherwise on the plans. Manufacturing and testing
shall be in accordance with ASA specification A21.10. Iron shall be
in accordance with ASTM A48. Thickness shall be in accordance with
AWWA C100, Class D. Fittings shall be bituminous coated inside and
out.
e.
ABS Pipe.
(1)
ABS composite pipe shall be made from virgin Acrylonitrile
Butadiene-Styrene material. This material shall be Type I, Grade I,
Type I, Grade II, Type IV, Grade I and shall conform to ASTM specification
1788-62-T. ABS composite pipe shall consist of two (2) concentric
thermoplastic tubes integrally braced across the annulus with resultant
annular space filled to provide continuous support between inner and
outer tubes. The component between the ABS shall be of Portland cement
lightweight concrete, other inert filler exhibiting the same degree
of performance which essentially fills the truss annulus to form a
composite pipe to meet the requirements of this specification.
(2)
Size, physical requirements, the dimensions, the
method of test, the length, the testing procedures and marking procedures
for this pipe shall conform with ASTM specification D2680-68T.
(3)
Couplings shall be of solid-wall sleeve type for
chemical weld to the truss pipe.
(4)
The ends of each section of pipe shall be sealed
to prevent water saturation.
f.
PVC Ribbed Gravity Sewer Pipe. Pipe and fittings shall be Contech
A-2000 PVC sewer pipe conforming to ASTM F949 or Ultra-Rib PVC sewer
pipe conforming to ASTM F794. Pipe material shall be PVC having a
cell classification of 12454-B, 12454-C, or 13364-B as defined in
ASTM D1784. Pipe and fittings shall have a smooth interior. Pipe joints
shall be an integral bell and spigot with rubber sealing gasket.
g.
Reinforced Concrete Sewer Pipe.
(1)
Concrete sewer pipe shall comply with the ASTM
C76 latest edition. Wall thickness shall not be less than Wall B,
Class IV or V.
(2)
Material.
(a)
Fine Aggregate: Clean natural sand, ASTM C33. Artificial
or manufactured sand will not be acceptable.
(b)
Cement: ASTM C150, containing not more than five
percent (5%) triacalcium aluminate.
(c)
Gaskets: ASTM C361, Sections 6.9.1 except polymer
shall be synthetic rubber. Natural rubber will not be acceptable.
(3)
Reinforcement.
(a)
Circumferential reinforcement shall be full-circle
type. Elliptical or part-circle reinforcement will not be acceptable.
(b)
Longitudinal steel shall be spaced uniformly around
the pipe and shall consist of at least eight (8) continuous or lap-spliced
wires or bars in each cage.
(c)
All reinforcing shall have at least a one-inch
concrete cover (no minus tolerance). Pipe with less than one-inch
cover at any point shall be rejected.
(d)
Minimum length of lap splices of welded wire fabric
shall conform to ASTM C76 latest edition.
(e)
Extra joint reinforcement shall be provided as
required due to the design joint load as shown in this specification.
The end circumferential bar shall be placed one (1) inch minimum from
the face of the joint.
(4)
Proof Of Design Tests.
(a)
The design of each class of concrete pipe shall
be verified by tests conducted on representative specimens. Test shall
be performed on pipe manufactured for this project. Certified test
reports shall be submitted.
(b)
The proof of design tests shall be:
|
THREE EDGE BEARING: Each three edge bearing test shall determine
the load required to produce:
|
(c)
Incipient cracking (first visible crack).
(d)
First 0.01 inch crack.
(e)
Ultimate destruction of the pipe.
(f)
Conduct of three (3) edge bearing tests shall be
as specified in ASTM C497.
(5)
Delivery. No concrete sewer pipe shall be delivered
to the site of work until concrete control cylinders representing
such pipe have attained a compressive strength of at least eighty
percent (80%) of the specified minimum twenty-eight-day strength.
4.
Valves.
a.
Gate Valve.
(1)
Gate valves shall be AWWA C509 with cast iron body,
bronze trim, "0" ring packed, resilient seat, non-rising stem valves
for two hundred (200) psi.
(2)
Valves two (2) inches and smaller shall be solid
brass.
(3)
Buried valves shall be furnished with two-inch
square operating nut and cast iron, two-piece valve box with cover
to finished grade.
b.
d.
Check Valve.
(1)
Check valves in sewage force main shall be (Dresser)
M & H or equal spring-loaded, swinging-disc-type with cast iron
body and disc, bronze mounted, rubber faced. Valves shall be rated
for one hundred seventy-five (175) psi working pressure.
(2)
Buried Check Valves. Buried check valves in sewage
force main shall be (Dresser) M & H or equal standard swinging-disc-type
with cast iron body, bronze mounted, rubber-faced full opening. Valves
shall be rated for one hundred seventy-five (175) psi working pressure.
5.
Locator Wire. No. 12, single-strand, insulated copper wire is
to be installed in the trench with the main and looped around all
valves. Reference the project plans for a detail of atypical locator
wire steel riser post.
D.
Execution.
1.
Handling.
a.
Pipe and accessories shall be handled in a manner that will
ensure their installation in the work in sound, undamaged condition.
Equipment, tools and methods used in unloading, reloading, hauling
and laying pipe and fittings shall be such that they are not damaged.
Hooks inserted in ends of pipe shall have broad, well -padded contact
surfaces.
b.
Pipe having premolded joint rings shall be handled in such a
manner that no weight, including the weight of the pipe itself, will
bear on or be supported by the spigot rings at any time. Care shall
be taken to avoid dragging the spigot ring on the ground or allowing
it to come in contact with gravel, crushed stone, rocks, or other
hard objects. Joint rings which have been damaged in any way will
not be accepted and shall not be incorporated in the work.
2.
Laying Pipe.
a.
Pipe shall be protected from lateral displacement by means of
pipe embedment material installed as provided in trench backfill specification.
Under no circumstances shall pipe be laid in water, and no pipe shall
be laid under unsuitable weather or trench conditions.
b.
When jointed in the trench, the pipe shall form a true and smooth
line. Pipe shall not be trimmed except for closures, and pipe not
making a good fit shall be removed. Permissible defects shall be placed
in the top of the pipe.
c.
Unless otherwise approved by the engineer, the laying of pipe
shall begin at the lowest point, and the pipe shall be installed so
that the spigot ends point in the direction of flow.
d.
Pipe which is a part of a gravity sewer line shall be aligned
and constructed to grades as shown on the plans.
e.
Pipelines or runs intended to be straight shall be laid straight.
f.
During installation each pipe and fitting shall be inspected
for defects. All defective, damaged, or unsound pipe and fittings
shall be rejected and removed from the site of the work.
3.
Alignment And Grade. All pipe shall be laid straight between
changes in alignment and at a uniform grade between changes in grade.
All lines shall be laid so that each section between manholes will
lamp.
4.
Jointing.
a.
Factory-Molded Plastic Joints. All instructions and recommendations
of the pipe manufacturer shall be observed and followed. All joint
surfaces shall be lubricated with the lubricant furnished by the pipe
manufacturer immediately before the joint is completed.
b.
Boltless Gasketed Joints. All instructions and recommendations
of the pipe manufacturer, relative to gasket installation and other
jointing operations, shall be observed and followed by the contractor.
All joint surfaces shall be lubricated with heavy vegetable soap solution
immediately before the joint is completed.
c.
Mechanical Joints. Mechanical joints shall be carefully assembled
in accordance with the manufacturer's recommendations. If effective
sealing is not obtained, the joint shall be disassembled, thoroughly
cleaned and reassembled. Overtightening bolts to compensate for poor
installation practice will not be permitted.
d.
Coupling Pipe. Couplings shall be chemically welded to the pipe
with one (1) end, factory applied. The coupling and pipe end to be
chemically welded in the trench shall be thoroughly cleaned after
it is in the trench and a primer and cement shall be applied to both
the coupling and the end of the pipe. This shall be done in accordance
with the manufacturer's instructions. The pipe shall be thoroughly
shoved into the coupling and then turned within the coupling one-fourth
(1/4) turn to ensure complete contact between cement, pipe, and coupling.
e.
Concrete Pipe Joints.
(1)
Joints for reinforced concrete pipe shall be rubber
and concrete. Rubber and concrete joints shall be formed entirely
of concrete, with the spigot grooved to receive an O-ring-type rubber
gasket. Joints shall conform to Section 8 of ASTM C361.
(2)
Each joint shall be designed and reinforced to
withstand the gasket compression, plus a differential load across
the joint equal to four thousand (4,000) pounds per foot of internal
diameter. In resisting gasket compression, the concrete in the bell
shall not be stressed higher than one hundred fifty (150) psi by the
combined tension and diagonal tension stresses. The end of the last
circumferential reinforcing rod in both the bell and the spigot ends
shall be welded to form a full circle.
(3)
In computing the stresses in the bell, a gasket
pressure of one hundred fifty (150) pounds per linear inch shall be
used. The gasket size, compression, and stretch shall be selected
to limit the gasket pressure to one hundred fifty (150) pounds per
linear inch with a gasket hardness of forty-five (45).
(4)
Joint design details shall be submitted for acceptance
together with data or test results verifying the adequacy of joint
design and gasket. Historical test reports will be adequate for proof-of-design.
(5)
Rubber gaskets shall conform to the requirements
of Section 5.9.1 of ASTM C361, shall have a circular cross section,
and shall have a hardness when measured by ASTM D2240, Type A Durometer
of plus forty (40) or minus five (5).
5.
Cutting Pipe. Cutting of pipe shall be done in a neat manner,
without damage to the pipe or to the lining therein. Pipe cuts shall
be smooth, straight and at right angles to the pipe axis. All cutting
of pipe shall be done with mechanical pipe cutters of an approved
type except that in locations where the use of mechanical cutters
would be difficult or impracticable, existing pipe may be cut with
diamond point chisels, saws, or other tools which will cut the pipe
without damaging impact or shock.
6.
Cleaning.
a.
The interior of all pipe shall be cleaned of all foreign matter
before being installed and shall be kept clean until the work has
been accepted. All lumps, blisters and excess coating shall be removed
from exterior spigot and interior bell surfaces. Such surfaces shall
be wire brushed and wiped clean, dry, and free from oil and grease
before placing the spigot in the bell. All joint contact surfaces
shall be kept clean until the jointing is completed.
b.
Every precaution shall be taken to prevent foreign material
from entering the pipe while it is being installed. No debris, tools,
clothing, or other materials shall be placed in the pipe.
c.
Whenever pipe laying is stopped, the open end of the line shall
be sealed with a watertight plug.
7.
Testing — Sewer Force Main And Pressure Piping.
a.
General.
(1)
The contractor shall provide all necessary piping
connections, pumping equipment, pressure gauges, flow meters, and
other equipment as necessary for the required test.
(2)
All pipe, fittings and other materials found to
be defective shall be removed and replaced with new materials by the
contractor.
(3)
All lines that fail to meet tests shall be repaired
and retested as necessary until test requirements are complied with.
(4)
During the contract or one-year guarantee period,
testing before backfilling in no way relieves the contractor of the
responsibility of repairing leaks which become evident after the main
is put into service.
b.
Testing After Backfill.
(1)
If the contractor chooses to test after backfilling,
he/she shall comply with all requirements shown for testing before
backfilling, except that the duration of the test shall be for twenty-four
(24) hours. All surface indications of leaks shall be immediately
corrected even though the total leakage is less than allowed.
(2)
In the event the leakage is more than permissible,
the system shall be corrected as found necessary to bring it within
the allowed limits. It shall be subject to as many twenty-four-hour
tests as necessary to obtain the desired result.
c.
Testing Before Backfill.
(1)
All backup blocks and anchors shall have been in
place at least forty-eight (48) hours prior to testing.
(2)
The test pressure shall be maintained for two (2)
hours or longer as is necessary for time to inspect the pipe line
for visible leaks and as is required to obtain a reasonable time for
leakage measurement.
d.
Hydrostatic Leakage Test. (Warning: The testing methods described
in this Section are specific for water pressure testing. These procedures
should not be applied for air pressure testing because of the serious
safety hazards involved.)
(1)
Test Restrictions.
(a)
Test pressure shall not be less than one and one-fourth
(1 1/4) times the working pressure at the highest point along
the test section. If pump is part of system, then pump shutoff head
should be considered.
(b)
Test pressure shall not exceed pipe or thrust-restraint
design pressures.
(c)
The hydrostatic test shall be of at least two-hours'
duration.
(d)
Test pressure shall notary by more than ±
5 psi (34.5 kPa) for the duration of the test.
(e)
Valves shall not be operated in either direction
at a differential pressure exceeding the rated valve working pressure.
Use of a test pressure greater than the rated valves pressure can
result in trapped test pressure between the gates of a double-disc
gate valve. For tests at these pressures, the test setup should include
a provision, independent of the valve, to reduce the line pressure
to the rated valve pressure on completion of the test. The valve can
then be opened enough to equalize the trapped pressure with the line
pressure, or fully opened if desired.
(f)
The test pressure shall not exceed the rated pressure
of the valves when the pressure boundary of the test section includes
closed, resilient-seated gate valves or butterfly valves.
(2)
Pressurization. After the pipe has been laid, all
newly laid pipe or any valved section thereof shall be subjected to
a hydrostatic pressure of at least one and one-half (1 1/2) times
the working pressure at the point of testing. Each valved section
of pipe shall be slowly filled with water, and the specified test
pressure (based on the elevation of the lowest point of the line or
section under test and corrected to the elevation of the test gauge)
shall be applied by means of a pump connected to the pipe. Valves
shall not be operated in either the opening or closing direction at
differential pressures above the rated pressure. It is good practice
to allow the system to stabilize at the test pressure before conducting
the leakage test.
(3)
Air Removal. Before applying the specified test
pressure, air shall be expelled completely from the section of piping
under test. If permanent air vents are not located at all high points,
corporation cocks shall be installed at such points so that the air
can be expelled as the line is filled with water. After all the air
has been expelled, the corporation cocks shall be closed and the test
pressure applied. At the conclusion of the pressure test, the corporation
cocks shall be removed and plugged or left in place as required by
the specifications.
(4)
Examination. All exposed pipe, fittings, valves,
hydrants and joints shall be examined carefully during the test. Any
damage or defective pipe, fittings, valves, hydrants, or joints that
are discovered following the pressure test shall be repaired or replaced
with sound material, and the test shall be repeated until satisfactory
results are obtained.
(5)
Leakage Defined. "Leakage" shall be defined as
the quantity of water that must be supplied into the newly laid pipe
or any valved section thereof to maintain pressure within five (5)
psi (34.5 kPa) of the specified test pressure after the pipe has been
filled with water and the air has been expelled. Leakage shall not
be measured by a drop in pressure in a test section over a period
of time.
(6)
Allowable Leakage. No pipe installation will be
accepted if the leakage is greater than that determined by the following
formula:
|
In inch-pound units,
|
|
L
|
=
|
SD√P
133,200
|
|
Where:
| |||
|
L
|
=
|
allowable leakage, in gallons per hour
| |
|
S
|
=
|
length of pipe tested, in feet
| |
|
D
|
=
|
nominal diameter of the pipe, in inches
| |
|
P
|
=
|
average test pressure during the leakage test, in pounds per
square inch (gauge)[1]
| |
[1]
Editor's Note: The Nominal Pipe Diameter Table is included
as an attachment to this Chapter.
(7)
Acceptance Of Installation. Acceptance shall be
determined on the basis of allowable leakage. If any test of pipe
laid discloses leakage greater than that specified, the contractor
shall, at his/her own expense, locate and repair the defective material
until the leakage is within the specified allowance.
8.
Deflection Text PVC Pipe (Gravity Sewer Pipe).
a.
Deflection tests shall be performed on all flexible pipe. The
tests shall be run not less than thirty (30) days after final backfill
has been placed. No pipe deflection shall exceed five percent (5%).
b.
The deflection test shall be run using a rigid ball or mandrel
with a diameter equal to ninety-five percent (95%) of the inside diameter
of the pipe.
c.
The contractor is responsible for providing the personnel and
equipment necessary to run the tests. The project representative or
inspector shall observe test and record testing information in the
permanent record.
9.
Wye Branches And Stub Lines.
a.
At locations designated during construction, the contractor
shall install four-inch wyes and riser pipes or stub lines. Wye branches
shall be so installed that the lower lip of the branch is no more
than two (2) inches below the outside top of the pipe.
b.
Stub lines shall be the same size and type of pipe as the wye
branch or tee. The end of the stub line shall be closed by means of
a suitable stopper held in place by joint sealing compound.
c.
The stub lines shall be laid to the line and grade set by the
engineer or construction representative. The stub lines on this project
shall extend to the property line of the house being served.
d.
The ends of the stub lines shall be marked by a one-inch-by-two-inch
wooden strip extending from the end of the pipe to within one (1)
foot of the top of the surface of the ground. Markers shall be securely
anchored and maintained in proper position until backfill has been
completed. Markers shall be referenced to at least three (3) points
of permanent reference and tie distances recorded. If markers are
not referenced at the time of installation and records maintained
by the contractor, he/she shall uncover markers and provide references.
e.
Wyes and fittings shall be installed in lines in accordance
with pipe manufacturer recommendations.
f.
Saddle connection will be considered. Written approval from
the engineer is required.
10.
Pipe Embedment And Trench Backfill. All pipe embedment and trench
backfill material shall be as specified in Section 02221 and the construction
plans.
11.
Pipe Connection To Manhole — General.
a.
Connection at manhole walls shall be made by O-ring-type couplings
set in the wall and having a manhole water stop assembly between the
coupling and the manhole wall. The exact type of O-ring seal shall
be as recommended by the pipe manufacturer.
b.
Connection of pipe to an existing manhole shall be done with
a flexible pipe to manhole connector. The connection shall be Inserta-Lok
connector as manufactured by A-Lok Products, Inc., Tullytown, Pennsylvania,
or other approved equal.
12.
Water Main Location — Avoidance Of Possible Contamination
— MoDNR.
a.
Water Mains Near Sewers.
(1)
Horizontal Separation. A water main shall be laid
at least ten (10) feet horizontally from any existing or proposed
drain or sewer line. Should local conditions prevent a lateral separation
of ten (10) feet, a water main may be laid closer than ten (10) feet
to a storm or sanitary sewer line, provided that the water main is
laid in a separate trench or on an undisturbed earth shelf located
on one (1) side of the sewer line and at such an elevation that the
bottom of the water main is at least eighteen (18) inches above the
top of the sewer line.
(2)
Vertical Separation. Where water mains must cross
over sewers, storm drains, or sanitary sewers, the water main must
be laid at such an elevation that the bottom of the water main is
at least eighteen (18) inches above the top of the sewer, and a full
length of water main pipe must be centered over the sewer to be crossed
so that the joints will be equally distant from the sewer and as remote
therefrom as possible. This vertical separation must be maintained
for that portion of the water main located within ten (10) feet horizontally
of any sewer or sewer lines that it crosses, said ten (10) feet to
be measured as the normal distance from the water main to the sewer.
(3)
Special Conditions. Where conditions prevent the
minimum vertical separation as set forth above from being maintained
or where it is necessary for the water main to pass under a sewer
line, the water main must be encased with the same type of pressure
pipe, which must extend on each side of the crossing until the normal
distance from the water main to the sewer is at least ten (10) feet.
In making such crossings, a full length of pipe must be centered over
or under the sewer to be crossed so that the joints will be equally
distant from the sewer and as remote therefrom as possible.
13.
Sewers In Relation To Streams. Location of sewers on streams:
a.
Cover Depth. The top of all sewers entering or crossing streams
shall be at a sufficient depth below the natural bottom of the stream
bed to protect the sewer line. In general, the following cover requirements
must be met: One (1) foot of cover is required where the sewer is
located in rock; three (3) feet of cover is required in other material.
Less cover will be approved only if the proposed sewer crossing will
not interfere with the future improvements to the stream channel.
b.
Aerial Crossing. Support shall be provided for all joints in
pipes utilized for aerial crossings. The supports shall be designed
to prevent frost heave, overturning and settlement. The bottom of
the pipe should be placed no lower than the elevation of the fifty-year
flood.
[R.O. 1993 § 705.110; CC 1988 § 27-49]
A.
All highway and railroad crossings shall be at the locations shown
on the plans. The contractor shall be required to pay all fees and
obtain all permits required in conjunction with the crossing. The
contractor shall comply with all requirements and specifications of
the agency involved.
B.
Highway and railroad crossings shall consist of the carrier pipe
or conduit, encasement, boring, bracing, sheeting, etc., as may be
required for a complete installation.
C.
Should open cutting of the trench be allowed, the contractor shall
still be required to comply with the requirements and specifications
of the affected agency.
[R.O. 1993 § 705.120; CC 1988 § 27-50]
The contractor shall furnish all necessary equipment and labor
to provide for removal of water, ice or snow which could interfere
with the progress of work. Should a leak or spring be encountered,
the contractor shall take any steps as deemed necessary by the City
or designated City Official to remedy the problem.
[R.O. 1993 § 705.130; CC 1988 § 27-51]
A.
All existing facilities (roadways, utilities, foundations, etc.)
which are adjacent to the new construction shall be protected and
preserved. Should damage occur to an existing facility, it shall be
promptly repaired.
B.
Where new construction interferes with the operation of an existing
facility, the contractor shall make provisions for maintaining continuous
service. All provisions shall be subject to approval by the City or
designated City Official.
C.
The contractor shall give reasonable notice to any utility company
or to owners of property when it appears damage is possible by the
execution of work.
[R.O. 1993 § 705.140; CC 1988 § 27-52]
The contractor shall be responsible (whether directly or indirectly)
for all construction staking. Stakes shall be set at regular intervals
[generally twenty-five (25) feet], and to any convenient offset from
the center line of pipe. Except in unusual circumstances, the offset
shall not exceed ten (10) feet and shall be subject to the approval
by the City or designated City Official.
[R.O. 1993 § 705.150; CC 1988 § 27-53]
A.
Pipe shall be laid true to grade using a laser beam or a grade rod
with an iron heel for the invert.
B.
Should the grade rod be used, a minimum of three (3) batter boards
shall be set at the necessary offset. A line shall be drawn taut over
the batter boards and the rod shall have a means for measuring from
the line to the invert.
C.
The alignment of all pipes between manholes shall be true to line
and grade and shall reflect the full bore of the pipe. Each pipe section
shall be centered into the adjacent pipe section at each joint.
D.
The pipe bell shall not rest on the bedding material. The bedding
material shall be excavated at each bell such that the weight of the
pipe is distributed evenly along the entire length of the pipe barrel.
E.
A service connection shall be provided for each house or vacant lot
along the sewer line. Each service connection shall be four (4) inches
in diameter (minimum) and the exact location from the downstream manhole
shall be recorded. A copy of the service connection locations shall
be given to the City or designated City Official. Should the City
or designated City Official deem it necessary, the contractor shall
furnish and install additional service connections at the locations
designated by the City or designated City Official.
F.
The service lateral shall extend from the sewer line to the street
right-of-way line or to the utility easement line and shall be capped
or plugged. The depth of the lateral lines shall be such that a minimum
slope of one-fourth (1/4) inch per twelve (12) inches can be maintained
from the dwelling or connection.
G.
A two-inch-by-six-inch wood plank shall extend from the cap of the
service lateral vertical to within six (6) inches of grade.
[R.O. 1993 § 705.160; Ord. No.
99-2405 § 1, 10-26-1999]
C.
Products.
1.
Manhole Materials Of Construction.
a.
General. At the option of the contractor, standard manholes
may be constructed with cast-in-place concrete bases or precast concrete
(developed) bases.
b.
Materials.
(1)
Cast-In-Place Concrete. Materials, handling, forms,
finishing, curing, and other work as specified in the concrete section.
(2)
Precast Concrete. Circular, uniform outside diameter;
ASTM C478, with a minimum wall thickness of five (5) inches. Minimum
access diameter shall be twenty-two (22) inches.
(3)
Precast Concrete Adjusting Rings. Circular, ASTM
C478, with Shear Keys.
(4)
Non-Shrink Grout. Gifford-Hill "Supreme," L &
M "Crystex," Master Builder Masterflow 713 Grout, or U.S. Grout "Five
Star" or equal.
(5)
Resilient Manhole Pipe Connectors. A-LOK manhole
pipe connector or approved equal to be used on connections up to ten
degrees (10°) on seventeen and one-half percent (17.5%). For connection
with grades greater than ten degrees (10°) or seventeen and one-half
percent (17.5%), a Z-LOK manhole pipe connector or approved equal
is to be used.
(6)
A flexible gasket shall be used between each section
ring of the manhole and cover, such as RAM-NEK preformed plastic gasket,
as manufactured by K.T. Snyder Company of Houston, TX, or equal.
c.
Manhole Frames And Covers. Type I and Type II manhole frames
and covers shall be as approved by the City from time to time.
d.
Manhole Steps. Step shall be ASTM C478 Plastic Steps, M. A.
Industries Polypropylene Plastic Steps No. PS-2-PF, or equal.
2.
Sewage Air Release Valves.
a.
Sewage air release valves shall have an elongated body and be
designed to operate (open) while pressurized allowing entrained air
in a sewage force main line, sewage pump, or waste water system to
escape thru the air release orifice without spillage or spurt. After
entrained air escapes through the air release orifice, the valve orifice
shall be closed by a needle mounted on compound lever mechanism, energized
by a concave float and prevent media from escaping. The air release
orifice will then remain closed until more air accumulates and the
opening cycle repeats automatically. The internal compound lever mechanism
shall be stainless steel to prevent corrosion.
b.
The internal linkage shall be fitted with a stem having a stainless
steel concave float threaded onto the opposite end. The concave float
shall hang inside the valve body, slightly above the inlet thirteen
(13) inches from the lever mechanism, thereby maintaining an air gap
between the mechanism and the waste media. The valve body and float
shall withstand five hundred (500) psi shell test pressure. The valve
inlet shall be two (2) inches, N.P.T. APCO Model 400, or approved
equal.
D.
Execution — General.
1.
Standard manholes and special manholes shall be constructed
complete with covers in accordance with the details shown on the drawings.
Standard manholes above the foundations, unless otherwise required
by the plans, shall be constructed of precast concrete sections specially
cast for use in manholes. Special manholes shall be constructed of
monolithic concrete as shown on the plans. Concrete and reinforcing
steel shall conform to the specifications for concrete, Section 03300.
Precast concrete sections shall be in compliance with ASTM C478 specifications,
with joints filled with mastic compound.
2.
Manhole inverts shall be carefully constructed to maintain the
proper velocities through the manhole, and in no case shall the invert
sections through the manhole be greater than that of the outgoing
pipe. The shape of the invert shall conform exactly to the lower half
of the pipe it connects. Side branches shall be connected with as
large radius of curve as practicable. All inverts shall be troweled
to a smooth clean surface.
3.
The main sewer shall be carried through manholes by split pipe
wherever practicable. Concrete filling between the sewer invert and
walls of manholes shall be flush with the top edges of the invert
and shall slope up from the invert at the rate of two (2) inches per
foot. The sewer should be laid continuously through manhole locations
wherever grade and alignment permit, and the manhole built later.
In such cases, the foundation shall be laid and carried up approximately
to the center of the pipe with the specified surface slope.
After the manhole is built, the upper half of the pipe shall
be cut out and the bottom finished.
Where it is not practicable to use a split pipe through manholes,
due to breaks in grade or elevation of incoming sewers, the sewer
invert shall be made of concrete deposited between forms.
4.
Drop manholes and other special structures shall be built in
accordance with the drawings. All fittings, connections, drops, concrete
drop encasement, and all other sewer pipe appurtenances built into
wall shall be provided for drop manholes and other special structures.
5.
A drop pipe should be provided for a sewer entering a manhole
at an elevation of twenty-four (24) inches or more above the manhole
invert. Where the difference in elevation between the incoming sewer
and the manhole invert is less than twenty-four (24) inches, the invert
should be filleted to prevent solids deposition.
6.
In streets, highway shoulders, and in yard areas, manhole tops
shall match adjoining surface elevations with final adjustment with
precast concrete adjusting rings at top of manhole. Contractor shall
allow for two (2) four-inch high adjusting rings when determining
manhole heights when precast manholes are used to permit adjustment
downward if needed. At other locations, manhole tops shall be constructed
to elevations as shown on plans.
E.
Jointing Circular Precast Riser Sections.
1.
The bell section shall be "buttered" with mastic compound and
the next section set in place. Excess mastic inside the manhole shall
be struck-off and any void places filled. On the exterior all void
places shall be filled.
2.
Mastic compound shall be a sewer joint compound meeting the
approval of the engineer. Preformed flexible plastic gaskets with
removable paper will be acceptable.
F.
Flexible Watertight Pipe Entrance.
1.
The all rubber gasket shall be permanently cast in place in
the manhole opening for the entry pipe.
2.
The design of the joint will be such that when fully assembled
the entering pipe can be deflected a minimum of nine degrees (9°)
and withstand an internal hydrostatic pressure equivalent to thirty
(30) feet head pressure or thirteen (13) psi for ten (10) minutes
without leakage. Moisture or beads of water appearing on the surface
of the joint will not be considered leakage.
3.
Installation shall be accomplished in accordance with the gasket
manufacturer's instructions. Joints shall be in accordance with the
above specification.
G.
Manhole Base.
1.
Precast manholes may be furnished with developed base or base
may be constructed in the field at the contractor's option.
2.
If cast-in-place concrete bases are used, concrete shall be
placed on undisturbed earth in accordance with applicable requirements
of the concrete section.
3.
If precast concrete (developed) bases are used, the subgrade
materials shall be excavated to undisturbed earth and to a uniform
elevation which will permit at least four (4) inches of granular embedment
material, as specified in the earthwork section. The surface of the
granular material shall be compacted and carefully graded to provide
proper grade and alignment of the base section. The base section shall
be accurately set so that connecting pipes will be on proper line
and grade. No wedging or blocking under precast concrete bases will
be permitted.
H.
Manhole Steps. Steel reinforced plastic steps shall be plant-installed,
driven into prepared holes or vibrated into green concrete in accordance
with the recommendations of the step manufacture.
I.
Connecting Piping.
1.
The space between connecting pipes and the wall of precast sections
shall be furnished with a flexible pipe to manhole connector provided.
2.
When resilient connectors are used, the connecting pipe shall
be carefully adjusted to proper line and grade. The pipe shall be
installed in the resilient connector prior to backfilling outside
the manhole and shall be resealed after completion of the manhole
and backfill. All visible leakage shall be eliminated.
3.
The connecting pipe for installation with resilient connectors
shall be plain end, square-cut spigots and shall not protrude more
than one-inch inside the manhole wall. A clear distance of at least
one (1) inch from the end of each connecting pipe and around the pipe
shall be provided when the concrete invert fill is installed. After
completion of the manhole, the boxout shall be filled with mastic
filler material, completely filling the space beneath the pipe and
extending to at least the springline. The filler material shall provide
a smooth, uniform surface between the inside diameter of the pipe
and the manhole invert.
J.
Stubs. Stubs for future connections shall be provided in manholes
at the locations indicated on the drawings. Stubs shall be not less
than 3E-0" or more than 4E-0" long, unless otherwise noted on the
drawings, and shall terminate in a bell and plug.
K.
Waterproofing Manholes.
1.
Surface shall be prepared by manufacturer.
2.
The exterior of all manholes shall be coated with a heavy coat
of coal-tar paint as required by manufacturer's instructions.
3.
Reinforced concrete pipe manholes or circular precast concrete
section manholes shall be waterproofed.
4.
Coating damaged during construction shall be recoated and allowed
to cure prior to backfilling.
L.
Vacuum Testing Manholes.
1.
Each manhole shall be tested immediately after assembly.
2.
All lift holes shall be plugged with an approved non-shrink
grout.
3.
All pipes entering the manhole shall be plugged, taking care
to securely brace the plug from being drawn into the manhole.
4.
The test head shall be placed on the top of the manhole cover
frame and the seal inflated in accordance with the manufacturer's
recommendations.
5.
A vacuum of ten (10) inches of mercury shall be drawn and the
vacuum pump shut off. With the valves closed, the time shall be measured
for the vacuum to drop to nine (9) inches. The manhole shall pass
if the time is greater than sixty (60) seconds for forty-eight-inch
diameter, seventy-five (75) seconds for sixty (60) inches, and ninety
(90) seconds for seventy-two-inch-diameter manholes.
6.
If the manhole fails the initial test, necessary repairs shall
be made with a non-shrink grout. Retesting shall proceed until a satisfactory
test is obtained.
[R.O. 1993 § 705.215]
 |
 |
[R.O. 1993 § 705.220]
 |
 |
 |
 |
 |
 |
 |
 |
 |
[R.O. 1993 § 705.250; CC 1988 § 27-66]
A.
Storm sewers shall be of the types specified and fifteen (15) inches
in diameter or larger.
B.
Culvert pipes shall be a minimum of twelve (12) inches in diameter
and of the types specified.
C.
All pipes, whether sewer or culvert, that are located beneath the
normal driving surface, shall be designed for an H15 highway load.
[R.O. 1993 § 705.260; CC 1988 § 27-67]
A.
Materials used in the construction or extension of storm sewers shall
conform to the following specifications:
1.
Plastic Pipe. Shall be polyvinyl chloride (PVC) meeting the
requirements of ASTM F794 or high density polyethylene (HDPE) meeting
the requirements of ASTM D1248. Joints shall be as follows:
2.
Concrete Pipe. Shall be reinforced concrete pipe, spun or cast
type with a smooth finished interior surface. Concrete strength of
the pipe shall be in accordance with ASTM specifications C31 and C39.
All pipe shall pass a three-edge bearing test as prescribed by ASTM
C76. Joints shall be O-ring gasket type which will meet all the requirements
of ASTM C443.
3.
Corrugated Metal Pipe. Shall be fabricated from iron or steel
sheets meeting the requirements of ASTM specifications A444. This
specification shall cover all fabricated pipe, pipe arches and structural
plate. Couplers shall be corrugated bands of the same material and
configuration as the pipe. The couplers shall also meet the requirements
of ASTM A444.
4.
Manholes, Junction Boxes And Inlets.
a.
Manholes, junction boxes and inlets shall be precast, reinforced
concrete sections manufactured to the requirements of ASTM C478 (latest
revision), or cast-in-place concrete. All units shall be designed
for an H15 highway load.
b.
All castings shall be made of clean, even grain, tough gray
cast iron. The casting shall be smooth, true to pattern, and free
from projections, sand holes, warp and other defects which would interfere
with the use of or impair the serviceability of the casting. All castings
shall be well-cleaned before enamel coating is applied. The iron used
for these castings shall conform to ASTM A48, latest revision, for
Class 30 gray iron. The B test bar [one and two-tenths (1.2) inches
diameter by twenty-one (21) inches long] shall be used to prove the
quality of iron used.
c.
Curb inlets shall be heavy-duty two-piece construction, conforming
to the shape of the concrete curb and gutter. Grate shall be removable
to provide access to the junction box. Minimum size of frame opening
shall be twenty-four (24) inches square. Total weight of frame and
grate shall be eight hundred (800) pounds minimum.
d.
Drop inlets shall be heavy-duty two-piece construction. Grate
shall be removable to provide access to the junction box. Minimum
size of frame opening shall be twenty-four (24) inches.
e.
All grates shall be rated bicycle safe.
[R.O. 1993 § 705.270; CC 1988 § 27-74]
A.
The pipe shall be laid true to grade using a laser beam or a grade
rod with an iron heel for the invert.
B.
Should the grade rod be used, a minimum of three (3) batter boards
shall be set at the necessary offset. A line shall be drawn taut over
the batter boards, and the rod shall have a means for measuring from
the line to the invert.
C.
The alignment of all pipes between manholes or junction boxes shall
be true to line and grade, and shall reflect the full bore of the
pipe. Each pipe section shall be centered into the adjacent pipe section
at each joint.
D.
The pipe bell shall not rest on the bedding material. The bedding
material shall be excavated at each bell such that the weight of the
pipe is distributed evenly along the entire length of the pipe barrel.
[R.O. 1993 § 705.280; CC 1988 § 27-75]
A.
All units shall be set plumb and true to grade. If cast-in-place
concrete is used, inverts shall be formed such that it is smooth and
flows evenly from inlet to outlet.
B.
Should precast units be used, the area shall be over excavated a
minimum of twelve (12) inches. The excavation shall be brought back
to grade with neat concrete. The unit shall be set to true line and
grade while the concrete is still pliable enough to fill any voids
under the base.
C.
All castings shall be set to true line and grade in a full bed of
mortar. Frames and covers shall have a true bearing surface such that
they will seat firmly without rocking or shifting.
