[R.O. 2008 § 700.560; R.O. 2007
§ 700.560; Ord. No. 1810 Art. II § 1, 4-17-1990; Ord. No. 3049 § 1, 8-5-1993; Ord.
No. 3249 § 1, 6-20-1995]
A.
Applications for new or extended water
and sewer mains by any person, firm, corporation, partnership, etc.,
shall be made in writing to the City and such applications shall be
accompanied by three (3) copies of the plan and three (3) copies of
the estimated construction costs as prepared by the applicant's engineer
for the tract of land to which or in which such new or extended water
or sewer main is requested, showing streets, alleys, easements, property
lines and the proposed locations of water lines, and all proposed
connections thereto. All applications for water taps or connections
to water mains and extensions and/or sewer taps or connections, shall
be in writing and accompanied by a drawing showing location of main
or extension and the location of the proposed connection to the main
or extension. The City shall charge the applicant a fee for water
and sewer connections or tap-ons as provided herein.
B.
Prior to the construction of any main or
extension, the applicant shall be required to enter into an escrow
agreement with the City, controlled by an escrow agent, totaling the
estimated cost of construction of such main or extension and connection
thereto. Following completion of construction and inspection as provided
herein, and upon approval by the City, the City shall authorize release
of the applicants escrow. If the applicant fails to complete the construction
within two (2) years, the City reserves the right to retain or expend
all or any portion of the escrow to complete construction and/or bring
said construction up to acceptable standards. If applicant believes
he/she can justify the need to extend the project for an additional
year, a written request shall be made to the City sixty (60) days
before the end of the original two (2) year period. The City may extend
said construction period an additional year if, in the City's opinion,
such extension is justified.
C.
All water and sewer mains and extensions
thereof constructed or installed under the provisions of this Chapter
shall be inspected by the City and are subject to repairs and corrections
as outlined in this Chapter herein and as deemed necessary by the
City.
All water and sewer mains and extensions
thereof constructed or installed under the provisions of this Chapter
shall be and remain the property of the City in consideration of their
perpetual upkeep and maintenance with no compensation being paid to
the applicant. The City reserves the right to further extend and connect
to any water or sewer main or extension.
D.
The pipe used in making water and sewer
extensions shall be of a type and size which will be compatible with
the City's plans for total development of the area. Such determination
as to size and type of pipe shall be solely up to the judgement of
the City, as determined by the City Engineer. The City as determined
by the City Engineer reserves the right to determine the size and
type of pipe based upon the City's long range water and sewer use
plan. If the City desires to make the extensions larger than required
to provide service to the lots abutting said extension, the additional
cost due to such larger size shall be borne by the City. All added
costs will be determined in advance of construction and be based upon
an agreement entered into by the City and the applicant prior to construction
commencing.
E.
Credit For Off-Site Extensions Or Improvements.
1.
The City may, at its sole discretion
enter into agreement with the applicant to waive connection fees for
line extensions up to an amount equal to the actual construction cost
of the off-site line extensions(s) or improvement(s). "Off-site line
extensions or improvements" are defined as extensions or improvements
needed and constructed to bring service to a development and does
not include any improvements to distribution mains or collector sewers
within a development.
2.
In cases where the construction cost
of off-site extension(s) or improvement(s) exceed the connection fees
for that particular development, no additional connection fee credit
will be given. Construction costs will include the necessary size
line as determined by the City and the responsibility of acquiring
easements will be the responsibility of the applicant. Construction
costs will not include costs of obtaining and dedicating necessary
easements to the City.
3.
Providing that the City and applicant
enter into an agreement providing for waiver of connection fees, the
applicant will provide the City with copies of all invoices related
to the off-site extensions or improvements, understanding that the
material and construction costs are subject to verification by the
City.
F.
Upon completion of construction of the
water and/or sewer extensions and approval of construction by the
City, applicant shall dedicate the extensions(s) and all necessary
easements for proper maintenance and repair of the extension(s) to
the City at no cost to the City. At such time the applicant shall
submit the following to the City.
G.
The City shall have the right to inspect
and require any appropriate test of any extension prior to connection
to a City main line. The actual connection shall be inspected and
approved by the City. The City shall not be liable to provide service
until such time as all fees have been paid and the extension(s) have
been approved and accepted by the City.
H.
Applicants constructing water and/or sewer
main extensions, booster pump station, water well, lift station or
other such structure shall provide escrow funds in the amount of ten
percent (10%) of the structure(s) cost for a one-year period after
completion of construction. This one-year period shall be considered
a warranty period to ensure construction was in accordance with plans,
specifications and maintenance of the structure, with the applicant
making any necessary repairs or corrections.
[R.O. 2008 § 700.570; R.O. 2007
§ 700.570; Ord. No. 1810 Art. II § 2, 4-17-1990]
A.
In every street in the City of O'Fallon
that shall be permanently improved, as part of a private development,
the City has the right and duty to require the property owner to install
water and sewer mains to serve all lots within the development. Additionally,
the property owner shall install public water and sewer mains up to
the property line(s) of lots whose property abuts the development.
[Ord. No. 6879, 2-10-2022]
B.
Whenever any street is permanently improved, as part of private development, and there is unimproved property abutting the street, the City Engineer is hereby empowered and ordered to require the property owner or developer to install a water and sewer tap and connection up to the property line of the lot; and the cost shall be computed the same as set out in Subsection (D) hereof.
C.
The phrase "permanently improved" as used in this Article shall refer to streets composed of a minimum of eight (8) inch asphalt or its equivalent, as well as streets composed of concrete as set out in Chapter 405.
D.
The cost of the improvements under this
Section shall be assessed as follows: The cost of any and all work
or improvements shall be levied as a special assessment against the
lot, parcel or tract of ground to which the improvements were made.
A special tax bill shall be issued to the owner of each lot or tract
against whom an assessment has been made, and shall state therein
the name of the owner of record of the lot or tract assessed, a description
of the lot or tract, the specific items of improvement and the total
cost thereof; and the special tax bill shall be issued in favor of
the City and shall be collected in the same manner as other tax bills.
The tax bills shall be due thirty (30) days after the date of issuance
and shall bear interest after the thirty (30) days at a rate not to
exceed eight percent (8%) per annum.
[R.O. 2008 § 700.580; R.O. 2007
§ 700.580; Ord. No. 1810 Art. II § 3, 4-17-1990]
A.
The installation of all water mains and
services connecting with the City Water System shall be inspected
and approved by the City. The developer's engineer must furnish the
City with copies of as-built plans and a letter of verification that
all water mains and services are properly installed according to the
approved plan and meet with the following specifications:
B.
In general, water mains shall be ductile
iron or poly vinyl chloride (PVC) pipe. When PVC is used, tracer wire
shall be laid within three (3) inches above the PVC pipe to enable
the City to locate pipe. A three-foot long pig-tail of tracer wire
shall be left coiled in each valve box. Ductile iron pipe shall conform
to American Standards Association (A.S.A.) Standard A 21.51 and have
Class 51 wall thickness. Poly vinyl chloride (PVC) pipe shall conform
to American Society for Testing and Materials (ASTM) Specification
D2241. The material used to produce the pipe shall conform to American
Society for Testing and Materials (ASTM) D1784, Type 1, Grade 1, two
thousand (2,000) pounds per square inch (p.s.i.) design stress. The
standard dimensional ratio shall be SDR 21, and the pipe shall be
rated for two hundred (200) pounds per square inch (p.s.i.) working
pressure. Ductile iron pipe shall be cement lined and seal coated
on the interior in accordance with American Standards Association
(A.S.A.) Standard A 21.4. The exterior ductile iron pipe shall be
coated in accordance with American Standards Association (A.S.A.)
Standard A 21.51. All water main fittings shall be ductile iron conforming
to the requirements of American Standards Association (A.S.A.) Standard
A 21.10 with a pressure rating of three hundred fifty (350) pounds
per square inch (p.s.i.). The fitting shall be cement lined and seal
coated in accordance with American Standards Association (A.S.A.)
Standard A 21.4 and the exterior shall be coated in accordance with
American Standards Association (A.S.A.) Standard A 21.10. Jointing
for pipe shall be push-on type or mechanical joints. All fittings
shall have mechanical joints. The joints shall conform to American
Standards Association (A.S.A.) Standard A 21.11 and all gaskets shall
be synthetic rubber. All jointing types and methods shall be approved
by the City Engineer or Public Works Director, or his/her designate,
prior to installation. Reference Standard Water Details, Edition I,
1990, which is on file in the City Clerk's office.
C.
No person, firm, corporation, partnership, etc., shall install any water service pipe connecting with the water mains of the City at any point, unless such water service pipe is seamless, annealed, soft temper, flexible copper tubing, type "K" or polyethylene pipe PE 3408 (CTS-OD) rated at two hundred (200) p.s.i. at seventy-three degrees Fahrenheit (73.4° F.), of one (1) continuous length, without intermediate couplings, from tap-in water main to shut-off box in the water main and at right angles to the City water main at the place of the tap. Where remote meters are involved, the service pipe from the shut-off box to the water meter shall be type "K" copper or approved material as set out in Section 700.570, and shall comply with the BOCA Plumbing Code. In the event of damage to the water service pipe due to cutting, stretching or weakening in any manner, the water service pipe shall be replaced. All water lines and service lines shall have a minimum of three and one-half (3 1/2) feet of coverage. All service pipe shall be not less than three-fourths (3/4) inch in diameter.
D.
The bottom of trench is to be cut true
and even so that the barrel of the pipe will have a proper bearing
for its full length. The water pipe shall not rest on any unyielding
structure nor shall it act as a support for any structure. The trench
is to be of sufficient width to allow backfill to be properly installed
around the lower half of the pipe. Backfill for PVC or ductile iron
pipe from the trench bottom up shall be earth backfill material free
of deleterious material and water jetted when in public rights-of-way.
Where rock excavation is encountered, pipe shall be laid on a six-inch
bed of granular bedding [three-fourths (3/4) inch sieve]. PVC pipe
shall be installed with proper bedding providing uniform longitudinal
support under the pipe. Backfill material is to be worked under the
sides of the pipe to provide satisfactory haunching. Initial backfill
material shall be placed to a sufficient height over the top of the
pipe for impact protection during final backfill. All pipe embedment
material is to be selected and placed carefully, avoiding stones,
frozen lumps, and debris. Proper compaction of the haunching materials,
that section of the embedment extending from the bottom of the pipe
to the springline, shall be performed to provide soil densities as
specified by the design engineer. At road and driveway crossing, trench
backfill is to consist of crushed stone or gravel compacted by water
jetting or by mechanical tamping in ten-inch layers. All other trench
backfill shall be placed in the trench and then compacted by mechanical
means to a density adequate to prevent ditch settlement.
E.
Concrete walls, footings, piers, abutments
or any other immovable object shall not be poured directly around
the pipe; instead, sleeves or special wall castings shall be used.
F.
Thrust supports shall be constructed behind
all bends, tees, caps, plugs and fire hydrants. They shall bear against
undisturbed earth and where this is impossible, the thrust support
shall be made correspondingly larger to allow for the smaller bearing
capacity of filled ground. Backfill shall be with such material and
is such a manner as will cause the least amount of settlement as determined
by the location and conditions at the time work is being performed,
and shall meet the approval of the City standard details as provided
herein. (Edition I, 1990)
G.
Lubrication on pipe fittings and joints
shall be water soluble, non-toxic, non-objectionable in taste and
odor imparted to the water, non-supporting of bacteria growth, and
have no deteriorating effect on rubber gaskets.
H.
Before water mains shall be accepted and
put into service, they shall be properly sterilized, flushed, and
pressure tested according to standard practices by the landowner,
developer or his/her agents, and to the satisfaction of the City.
Disinfection of mains shall conform with American Water Works Association
[AWWA] Standard C651-86. Two (2) bacteriological tests shall be made
by the landowner, developer, or his/her agent, and must meet State
of Missouri standards, and shall be evidenced by test results furnished
to the City.
I.
Valves shall be American Water Works Association
(A.W.W.A.) standard left-hand thread, two hundred (200) pounds working
pressure, bronze mounted parallel type, double disc, or compression
resilient seat, "O" ring stem seals, non-rising stem with two (2)
inch square nut. Valve boxes shall be cast iron adjustable screw type
five and one-quarter (5 1/4) inch shaft with base, water cover and
skirt.
J.
Fire hydrants shall be American Water Works Association (A.W.W.A.) Standard Compression Drytop, two piece stand pipe, five and one-quarter (5 1/4) inch valve opening, with six (6) inch inlet connection; two (2), two and one-half (2 1/2) inch nozzles and one (1) four and one-half (4 1/2) inch steamer nozzle; mechanical joint inlet with cast iron retainer glands with set screws. Center flange of hydrant is to be set three (3) inches above finished ground line. Cast iron fittings shall be cement mortar, lined with bituminous seal coat inside and out. Fittings twelve (12) inches and smaller shall have a pressure rating of two hundred fifty (250) pounds per square inch (p.s.i.). All fire hydrants shall conform to A.W.W.A. Standard C502 and shall be Mueller Centurion A-423 breakaway or American-Darling B-62-B breakaway hydrants, or equal and City Engineer approved with National Standard Threads. Each fire hydrant shall be equipped with an auxiliary shut-off valve according to valve Subsection (I) above.
[R.O. 2008 § 700.590; R.O. 2007
§ 700.590; Ord. No. 1810 Art. II § 4, 4-18-1990]
A.
The installation of all sewers and services
connecting with City Sewer System shall be inspected and approved
by the City. It is the responsibility of the general contractor and
the owner to establish the proper grade for the basement underground
plumbing to the sanitary sewer. Sewer lines and services shall have
a minimum ground cover of forty-two (42) inches. The developer's engineer
shall provide the City a set of as-built plans and a letter of verification
that all sewers and services are properly installed according to the
approved plat and meet with the following material specifications.
B.
Materials.
1.
Poly Vinyl Chloride (PVC) Sewer Pipe.
a.
Conform to American Society for Testing
and Materials (ASTM) D 3034. The minimum wall thickness for Poly Vinyl
Chloride (PVC) pipe shall conform to Standard Dimension Ratio SDR-35.
Pipe bedding shall conform to ASTM D 2321 for Class I materials. However,
when PVC sewer pipe is used for a sewer lift station force main installation,
tracer wire shall be laid within three (3) inches above the PVC pipe
to enable the City to locate pipe.
b.
Joints. Flexible gasketed joints
shall be compression type with a gasket confined in either the spigot
end or the bell end of the pipe. Rubber gasket rings shall conform
to the requirements of American Society for Testing and Materials
(ASTM) D 1869. Gaskets shall be neoprene or other synthetic material.
Natural rubber gaskets will not be acceptable.
c.
Fittings. Fittings defined as the
connections suitable for assembly to four (4) inch or six (6) inch
house or building sewers shall be saddle-type fittings with stainless
steel bands or poly vinyl chloride (PVC) plastic.
2.
Ductile-Iron Pipe.
a.
Conform to Class 51, WW P-421 or
American National Institute (ANSI) A21.51. Design of pipe shall be
in accordance with ANSI A21.50 laying conditions B or F.
b.
Joints. Mechanical and push-on joints
for ductile iron pipe and fittings shall conform to the requirements
of American National Standard Institute (ANSI) A21.11 or WW P521-C.
Gaskets shall be neoprene or other synthetic rubber material. Natural
rubber gaskets will not be acceptable.
c.
Fittings. Fittings shall be in accordance
with American National Standard Institute (ANSI) A21.10 and shall
have a pressure rating of not less than that specified for pipe. Fittings
for pipe with push-on joints shall be either mechanical joint or push-on
joint. Furnish all specials, taps, plugs and wall fittings as required.
3.
Cast Iron Pipe.
a.
Conform to Class 22 or American National
Standards Institute (ANSI) A21.6 or A21.8. Design of pipe shall be
in accordance with ANSI A21.1. Minimum wall thickness shall be Class
22 as shown on ANSI A21.6 or A21.8.
b.
Joints. Mechanical and push-on joints
for cast iron pipe fittings shall conform to the requirements of ANSI
A21.11. Gaskets shall be neoprene or other synthetic rubber material.
Natural rubber gaskets will not be acceptable.
c.
Fittings. Fittings shall be in accordance
with American National Standards Institute (ANSI) A21.10 and shall
have a pressure rating of not less than that specified for pipe. Fittings
for pipe with mechanical joints shall have a mechanical joint or push-on
joints. Furnish all specials, taps, plugs and wall fittings as required.
d.
Lining And Coating. All cast iron
pipe, fittings and specials shall be cement mortar lined in accordance
with American National Standards Institute (ANSI) A21.4. Coat all
pipe fittings and specials with manufacturer's standard coal tar coating.
4.
Vitrified Clay Pipe.
a.
Provide American Society for Testing
and Materials (ASTM) C 700 extra strength pipe and fittings in sizes
eighteen (18) inch and smaller. Provide either ASTM C 700 standard
strength or extra strength pipe and fittings in sizes twenty-one (21)
inch and larger as specified by the owner or engineer. All pipe shall
be designed Class B bedding in accordance with ASTM C12, unless otherwise
noted on the plans.
b.
Joints. Flexible gasketed joints
for bell and spigot clay pipe shall be compounded of high quality
poly urethane plastic bonded to both the bell and spigot ends of the
pipe and properly molded and cured to a uniform hardness and compressibility
to form a tight compression joint. All bell and spigot joints shall
conform to ASTM C 425.
c.
Fittings. Provide "fittings," if
specified, defined as tee or wye connections suitable for assembly
to house or building sewers similar to W.S. Dickey Clay Company "Perma-T"
and "Perma-Y."
5.
Manholes.
a.
General. Manholes shall conform to
the applicable City Standard Drawing which is located for inspection
in the files at City Hall.
b.
Mortar. Mortar and plaster coating
for masonry manhole units shall be two (2) parts Portland Cement to
one (1) part Masonry Cement to six (6) parts plaster sand mixed with
the least amount of potable water necessary to provide a workable
mortar.
c.
Precast Concrete. Precast concrete
manholes shall conform to American Society for Testing and Materials
(ASTM) C 478 and shall have bases equal to developed base manholes.
Joints shall be of material as specified for reinforced concrete pipe
joints of a bitumastic material or performed flexible joint sealants
applied to accordance with manufacturers recommendations.
d.
Waterproofing. Waterproofing will
be required on the exterior of all manholes. The bitumen shall consist
of two (2) coats of asphalt, coal-tar pitch, or a coating meeting
American Society for Testing and Materials (ASTM) D-41. Asphalt shall
conform to the requirements of ASTM D 449. Coal-tar pitch shall conform
to the requirements of ASTM D 450. Coating shall be thirty-one (31)
mils thickness.
6.
Manhole Castings.
a.
Cast iron rings and covers shall
be the following or approved equal: Clay and Bailey No. 2008, Neenah
R-1736 or Deeter 1315.
b.
Iron Castings.
(1)
Iron castings shall
conform to the requirements of American Society for Testing and Materials
(ASTM) A 48, class 25 and shall be of the type shown on the City Standard
Drawing.
(2)
Castings shall be clean
and whole, ad without blow or sand holes or any other surface defects
which would impair serviceability. Plugging or filling of holes or
other defects will not be permitted.
(3)
Parts fins and pouring
gates shall be removed.
7.
Bedding Aggregate. All materials
used for crushed stone pipe bedding shall conform to the requirements
of Midwestern Concrete Industrial Board (MCIB) Bulletin No. 2 for
coarse aggregate and shall meet the graduation specified therein under
Column III, Table 2, for three-fourth (3/4) inch maximum size aggregate
with the following modification:
|
Sieve Size
|
Percentage Passing
|
|---|---|
|
No. 4
|
0.5
|
|
No. 8
|
0.2
|
8.
Concrete.
a.
Concrete, whether reinforced or non-reinforced
shall conform to specifications or to the requirements as specified
on the Plans or on City Standard Drawing.
b.
Coarse aggregate for concrete shall
be limestone obtained from the Bethany Falls Ledge or equivalent,
unless prior approval is obtained from the City Engineer for use of
another source. Also, the total shale coal and lignite content shall
not exceed five-tenths percent (0.5%) and the clay content shall be
zero percent. Soundness-Maximum lose shall be ten percent (10%) (American
Society for Testing and Materials (ASTM) C88 using Sodium Sulphate
- 5 cycles) Los Angeles Abrasion-Maximum loss shall be thirty-five
percent (35%) (ASTM C131).
9.
Reinforcing Steel.
a.
Reinforcing steel shall be placed
as shown on the plans and shall conform to American Society for Testing
and Materials (ASTM) Specifications as follows:
b.
Bars and rods shall be deformed billet-steel
conforming to ASTM, Grade 40.
c.
Welded wire fabric shall conform
to American Society for Testing and Materials (ASTM) A 185, Grade
40.
d.
Fabricated steel bar and rod mats
shall conform to American Society for Testing and Materials (ASTM)
A 184. Bar material shall conform to ASTM A 165, Grade 40.
e.
Smooth bars shall be round carbon
steel bars conforming to American Society for Testing and Materials
(ASTM) A 306, Grade 60.
11.
Tunneling, Boring And Jacking.
a.
Steel Liner Plate. Steel tunnel liner
plates shall be ARMCO "Standard," Commercial Sheaving and Stamping
Company "Commercial", Republic "Truscon Paneled Out," or equal and
shall be galvanized in accordance with American Society for Testing
and Materials (ASTM) A 123. The design and shape of the liner plates
shall be such that assembly can take place entirely from within the
tunnel liner. The outside diameter shall be four (4) feet and the
minimum wall thickness shall be United States Standard Gauge 12 (0.1046
inches). Sufficient sections shall be provided with one and one-half
(1½) inch or larger grouting holes, located near the centers,
so that when the plates are installed there will be one (1) line of
holes on either side of the tunnel and one (1) at the crown. The holes
at each line shall not be more than nine (9) feet apart and, unless
otherwise approved, shall be staggered. Bolts and nuts shall conform
to ASTM A 153, A 308, A 325 and A 449 as applicable.
b.
Steel Casings. Steel casings for
bore or jacked construction shall be steel pipe conforming to American
Society for Testing and Materials (STM) A 139 with a minimum diameter
as shown on the Plans. Minimum walls thickness shall be in accordance
with the following table:
|
Nominal Wall Thickness
| ||
|---|---|---|
|
Diameter of Casing
|
Under Railroads
|
All Other Uses
|
|
24 inches
|
0.406 inches
|
0.281 inches
|
|
26 inches
|
0.438 inches
|
0.281 inches
|
|
28 inches
|
0.469 inches
|
0.312 inches
|
|
30 inches
|
0.469 inches
|
0.312 inches
|
|
32 inches
|
0.500 inches
|
0.312 inches
|
|
34 inches
|
0.500 inches
|
0.312 inches
|
|
36 inches
|
0.500 inches
|
0.344 inches
|
|
Steel shall be Grade B under Railroads
and Grade A on all other uses.
|
c.
Joints. Steel liner plates shall
have bolted joints at both longitudinal and circumferential planes.
Stagger longitudinal joints in adjacent rings when assembling. Steel
pipe shall have welded joints in accordance with American Water Works
Association (AWWA) C 206.
C.
Installation.
1.
Pipe Laying And Jointing.
a.
Handling. Handle pipe materials and
fittings in a manner to ensure installation in sound and undamaged
condition. Do not drop to dump. Use slings, lifting bags, hooks and
other devices designed to protect pipe, joint elements and coatings.
In handling plastic pipe of thirteen (13) feet in length or greater,
a double sling will be required unless otherwise approved by the City.
Ship, move and store with provisions to prevent movement or shock
contact with adjacent units.
b.
Installation.
(1)
All work shall be in
accordance with the following standards: American Society for Testing
and Materials (ASTM) C 12 Installing Vitrified Clay Sewer Pipe; American
Society for Testing and Material (ASTM) D 2321; Underground installation
of flexible Thermoplastic Sewer Pipe; American Water Works Association
(AWW) C 600; Installation of cast iron water mains. Utilize equipment
methods and materials insuring installation to lines and grades indicated.
Maintain the following tolerance from true alignment and grade:
|
Alignment
|
2 inches
|
|
Grade
|
± 1/2inch
|
|
Joint deflection shall not exceed
the maximum allowable deflection, per joint according to American
Society for Testing and Material (ASTM) C 425, ASTM C 594, and American
Water Works Association (AWWA) C 600. Only one (1) correction for
alignment and/or grade shall be made between adjacent manholes. Except
where pipe sections are being encased in concrete, no pipe is to be
supported by blocks. Accomplish curve alignments with bends, bevels
and upper joints. Joint deflection with clay, Poly Vinyl Chloride
(PVC), cast iron or ductile iron pipe shall not exceed the maximum
allowable deflection per joint according to American Society for Testing
and Materials (ASTM) C 425, ASTM C 594 and American Water Works Association
(AWWA) C 600.
|
(2)
Install pipe of size,
material, strength class, and joint type with embedment as shown on
the City Standard Drawing and as described within this Standard. In
so far as possible, commence laying of downstream end of line and
install pipe with spigot or tongue end downstream. Clean interior
of all pipe, fittings and joints prior to installation. Exclude entrance
of foreign matter during discontinuance of installation. Close open
ends of pipe with snug fittings closures. Do not let water fill trench.
Include provisions to prevent flotation should water control measure
prove inadequate. Remove water, sand, mud and other undesirable materials
from trench before removal of end cap. Install pipe only when weather
and trench conditions are suitable. Do not lay in water. Brace or
anchor pipe as required to prevent displacement after establishing
final position.
c.
Pipe Bedding. The sewer trench shall
be carried to a point not less than three (3) inches below bottom
of pipe bell. Crushed stone pipe bedding, compacted to fill width
of trench, shall then be placed and compacted to bottom of pipe with
proper allowance for bell joints. After each length of pipe being
laid has been shoved "home" and placed in proper alignment, shall
be securely anchored and held in position by crushed stone deposited
simultaneously on each side of the pipe. Crushed stone or tamped selected
backfill shall extend to a point not less than twelve (12) inches
above the top of the pipe bell. If unstable subgrade conditions are
encountered and it is determined by the City Engineer that the bedding
specified will not provide suitable support for the pipe, additional
excavation to the limits determined by the Engineer will be required.
This additional excavation shall be backfilled with crushed stone
material approved by the City.
d.
Jointing.
(1)
General Requirements.
(a)
Locate joints to provide
for differential movement at changes in type of pipe embedment, concrete
collars and structures. Support pipe from wall of manhole to first
joint in normal sewer trench with concrete cradle structurally continuous
with base slab or footing.
(b)
Clean and lubricate
all joint and gasket surfaces with lubricant recommended by pipe manufacturer.
(c)
Utilize methods and
equipment capable of fully homing or making up joints without damage.
(d)
Check joint opening
and deflection for specifications limits.
(e)
Examine each piece of
pipe prior to installation for soundness and specification compliance.
(2)
Provisions For Jointing
Clay Pipe.
(3)
Provisions For Jointing
Cast Iron And Ductile Iron Pipe.
(a)
Conform with American
Water Works Association (AWWA) C 600.
(b)
Paint suspected damaged
portions with turpentine and dust with cement to check for cracks.
Remove turpentine and cement by washing when crack test is satisfactorily
completed. If cracks are found, the pipe shall be rejected.
(c)
Check gasket position
and condition after assembly prior to installation of next pipe section.
(4)
Provisions For Jointing
Poly Chloride (PVC) Pipe. Check gasket position and conditions after
assembly prior to installation of next pipe section.
(5)
Rubber Gasketed Joints.
Check gasket position and condition after assembly with feeler gauge
prior to installation of next section. Vertical pipe deflection after
installation shall not exceed five percent (5%) of the pipe diameter.
(6)
Cutting. Cut in neat
workmanlike manner without damage to pipe. Observe specifications
regarding your locations. Smooth cut by power grinding to remove burrs
and sharp edges. Repair lining as required and approved.
(7)
Temporary Plugs.
(a)
Plugs. Provide and install
plugs as manufactured by pipe supplier or as fabricated by contractor
if approved. Plugs shall be water tight against heads up to twenty
(20) feet of water. Secure plugs in place in a manner to facilitate
removal when required to connect pipe.
(b)
Location. Plugs shall
be installed as specified or where shown on plans. Also the open end
of the sewer shall be plugged at the end of the work day with a suitable
mechanical plug to prevent entry of footage material until work is
resumed.
(8)
Connections To Existing
Pipeline And Structures. Connect pipe to existing structures and pipelines
where indicated. Observe pertinent articles of specifications pertaining
to joint locations. Prepare structure by making an opening with at
least two (2) inches clearance all around fitting to be inverted.
the concrete structure shall be initially cut with a concrete saw.
Opening between pipe and manhole wall shall be filled with an expansive
grout in such a manner that a watertight condition will result or
by use of a rubber gasket. Manholes to be built on an existing sewer
shall be constructed in such a manner as will not disrupt service
of the existing sewer. The manhole base, walls and invert shall be
completed before the top half of the sewer pipe is cut or broken away.
Rough edges of the pipe thus exposed shall be covered with expansive
grout, in such a manner as to produce a smooth and acceptable finish.
Any portion of the existing sewer damaged by the contractor shall
be repaired or replaced at no expense to the City. Connections between
different pipe materials shall be made using proprietary transition
coupling, unless otherwise specified on the plans.
2.
Manholes And Special Structures.
a.
General. As used herein "special
structures" refers to manholes on large sewers, special junction structures,
metering stations, siphon and similar structures constructed on the
pipeline. Manholes and special structures may be constructed of precast
concrete sections in accordance with City Standard Drawing-Edition
II, 1990, which is on file in the office of the City Clerk.
b.
Construction.
(1)
General. Manholes and
special structures shall be constructed at locations indicated and
in accordance with details as shown on the plans or City Standard
Drawing. However, all manholes shall be constructed above the one
hundred-year floodplain elevation as required.
(2)
Precast Wall And Reducing
Cone Sections. Handle with care to avoid damage to joint ends of each
section. Damaged sections may be subject to rejection at the discretion
of the City Engineer or his/her designee.
(3)
When using O-Ring joints,
care shall be exercised in placing the O-Ring on the spigot end, and
lowering the bell section on to the spigot end so that a watertight
seal is obtained.
(4)
When using bitumastic
joints, both spigot and bell end shall be primed with solvent material
compatible to the adhesive in the mastic. Approved bitumastic materials
shall completely fill the joints so that a minimum of one-fourth (1/4)
inch bead of material is visible after jointing, to be smoothed off
after completion of the jointing operation.
(5)
When a flexible preformed
butyl rubber of bituminous polymer compound with modifiers is used
to seal jointed sections of manholes, the extension of sealant from
the joint is not required. The vertical spacing between manhole sections
shall not exceed one-fourth (1/4) inch. Preformed joint sealers shall
remain flexible at temperatures as low as zero degrees Fahrenheit
(0° F.).
(6)
All bitumastic materials
or preformed flexible joint sealers shall not be applied to wet or
damp surface.
(7)
Invert Channels. Alignment
of the invert channels shall be as shown on the contract drawings.
When no specific details and dimensions are given, the changes in
flow direction shall be smooth, uniform and made with the longest
radius possible. The cross-sectional shape of invert channels shall
be steel-trowelled to produce a dense, smooth surface.
(8)
When filling openings
around pipes through the manhole walks, mortar and/or masonry units
shall be placed so that the resulting joints are watertight. Mortar
used in the joint closure shall not interfere with the invert channel.
c.
Curing. All masonry, plaster coating
and cast-in-place concrete shall be adequately protected from freeing
and loss of moisture for the first twenty-four (24) hours. The curing
methods and materials to be used shall be approved by the City Engineer,
or his/her designate.
d.
Manhole Rings And Adjusting Rings.
All rings for manhole sewers and adjusting rings shall be set to match
the existing surfaces, except in flood plans where the plans indicate
that the ring is to be set at an elevation higher than existing ground.
Each ring shall be set on a full mortar bed of bitumastic material.
If masonry units are used to adjust rings to grade, the masonry work
shall conform to these rules and regulations.
e.
Waterproofing. Two (2) coats of an
asphalt or coal-tar pitch waterproof coating with a combined thickness
of thirty-one (31) mils shall be applied to the exterior on all precast
masonry structures from base to manhole ring. The coating shall be
applied in sufficient quantity so that no base or thin spots show.
The coating shall be applied in sufficient time to permit proper curing
prior to backfilling the excavation. Proper methods and materials
shall be used during backfilling to prevent damage to the coating.
Any damage to the coating which does occur shall be immediately repaired.
f.
Drop Manholes. A drop shall be built
at any manhole where a tributary sewer enters an elevation more than
two (2) feet above the manhole invert. Drops shall be as shown on
the Standard Drawing. Concrete encasement shall be Class B providing
six (6) inches minimum cover around the pipe, and extending out to
the face of the bell of the tee in the entering line.
3.
Pipe Encasement And Collars.
a.
General. Total or partial encasement
of pipe in concrete shall be used where the required safe supporting
strength cannot be obtained by other bedding methods. Concrete encasement
shall also be provided at locations to protect public water supplies
or where there exists the possibility that standard bedding may be
eroded by currents of water under and around the pipe.
b.
Construction. Concrete encasement
shall be constructed at locations indicated and in accordance with
details as shown on plans or City standard drawings. Start and terminate
encasement at a pipe joint. Suitably support and block pipe to maintain
position and prevent flotation. Form to dimensions indicated or construct
full width of trench.
(1)
Joints. If a single
section of encasement is not constructed continuously (concrete is
not placed in a single deposit), constructed joints shall be provided
in the encasement to coincide with pipe joints. Construction joints
shall be keyed continuously around the encasement. Longitudinal reinforcement
shall be continuous through construction joints.
(2)
Curing. Concrete encasement
shall be protected and cured so as to prevent excessive evaporation
of moisture or freezing.
(3)
Backfilling. Backfill
trench only after concrete encasement has obtained a minimum of two
thousand (2,000) pounds per square inch (p.s.i.) and can sufficiently
support the loads imposed by backfill and backfill operations.
4.
Backfill.
a.
General.
(1)
Unless otherwise specified,
all sewer trenches and excavation around structures shall be backfilled
to the original surface of the ground with earth, earth and rock,
or other acceptable material. When earth and rock is used, it shall
be placed and thoroughly consolidated with sufficient earth to completely
fill all voids between the rocks. The contractor shall so sort and
stockpile the excavated material so that the proper material is available
for backfill.
(2)
The backfill material
shall be compacted to a minimum ninety percent (90%) of optimum density
as determined by the Standard Proctor Test. Backfill in street right-of-way
shall be compacted to a minimum density of ninety-five percent (95%)
of optimum density as determined by the Standard Proctor Test. Backfill
material shall be placed and compacted only when its moisture content
is between optimum and ± two percent (2%) above or below optimum
moisture as determined by American Society for Testing and Materials
(ASTM) D-698 Standard.
(3)
The combination of the
thickness of the layer, the method of compaction and the type of compaction
equipment used shall be at the discretion of the City Engineer and
subject to obtaining the densities as specified above.
(4)
The quality of the compaction
shall be subject to compaction tests when deemed necessary by the
City Engineer. It shall be the Contractor's responsibility to make
necessary excavation in order to accommodate compaction test at locations
specified by the Engineer. The compaction tests will be performed
at no cost to the City. If the quality of the compaction does not
meet the above requirements, the material will be removed and replaced
to meet the above requirements at the expense of the contractor.
(5)
Commercial sand backfill
shall not be used.
(6)
In areas so designated
on the plans, the top soiled as excavated shall be stockpiled and
replaced to original elevation, location and depth.
(7)
Backfill material shall
be carefully placed to avoid damage or displacement of sewer or structures.
(8)
Backfill shall not be
placed when material contains frost, is frozen, or a blanket of snow
prevents proper compaction tests at locations specified by the Engineer.
The compaction tests will be performed at no cost to the City. If
the quality of the compaction does not meet the above requirements,
the material will be removed and replaced to meet the above requirements
at the expense of the contractor.
b.
Backfill Of Pipe Trenches.
(1)
The area below a plane
twelve (12) inches above the top of pipe bell shall be backfilled
in accordance with the Standards for "Pipe Bedding."
(2)
Backfill shall be made
with suitable earth, earth and rock or other acceptable material,
except that the top one (1) foot and the area below a plane one (1)
foot above the pipe bell shall not contain any excavated rock. When
earth and rock is used, the maximum dimension of the rock shall not
exceed twelve (12) inches.
c.
Backfill Around Structure.
(1)
No backfill shall be
placed over or around any structure until the concrete or mortar therein
has attached a minimum strength of two thousand (2,000) pounds per
square inch (p.s.i.) and twenty-four (24) hours and can sufficiently
support tie loads imposed by the backfill without damage.
(2)
The contractor shall
use utmost care to avoid any wedging action between the side of the
excavation and the structure that would cause any movement of the
structure. Any damage caused by premature backfill or by the use of
equipment on or near a structure will be the responsibility of the
contractor.
(3)
Backfill shall be placed
and compacted on all sides of the structure simultaneously and operations
shall be so conducted that the backfill is always at approximately
the same elevation on all sides of the structure.
(4)
No excavated rock larger
than four (4) inches maximum dimension shall be placed within one
(1) foot of the exterior surface of any structure.
5.
Tunneling, Boring And Jacking.
a.
Tunnel Cross-Section. Construct circular
in cross section of size indicated. Alternate size and shape may be
submitted for approval subject to the following:
b.
Construction.
(1)
General. Before starting
work, complete details of the method of operation and liner materials
to be used shall be submitted to the City Engineer. The cast iron
pipe sewer, in the area to be tunneled, bored or jacked, shall be
completed before the construction of adjacent portions of the same
sewer lateral. The purpose of this requirement is to allow for slight
discrepancies in alignment and grade which may occur in the tunneled,
bored or jacked installation, so minor adjustments in the adjacent
sewer can be made. The maximum allowable deviation in alignment and
grade of sewer pipe shall be as shown on the construction plans.
(2)
Excavation. Excavate
by approved methods applicable to materials encountered. Boring operations
shall be performed by experienced crews using a rotary type boring
machine designed especially for this purpose. Include dewatering and
chemical and stabilization for grouting if necessary due to existing
field conditions. Conduct excavation in a manner to prevent disturbing
the overlaying and adjacent material.
(3)
Lining. Assemble liner
plates immediately following the excavation. Advance casing continuously
with excavation. When liner plates are being installed, care shall
be taken to maintain alignment, grade and circular shape of the tunnel.
All voids between liner and surrounding earth shall be filled with
grout forced in under pressure. The grout shall consist of two (2)
parts of sand to one (1) part of Portland Cement, mixed with sufficient
water to maintain a freely pouring consistency. As the pumping through
any hole is stopped, it shall be plugged to prevent the backflow of
grout. After lining installation is complete, it shall be cleaned
of all debris and all leaks which allow flowing or seeping water into
tunnel, shall be stopped.
(4)
End Seals. Construct
end seals after sewer pipe has been permanently placed inside casing,
tested and approved. Brick shall be in accordance with American Society
for Testing and Materials. (ASTM) C 270.
(5)
Sand Fill. Fill annular
space between lining and sewer pipe with sand complying with graduation
as set forth in American Society for Testing and Materials (ASTM)
C 33. Fine Aggregate, Midwestern Concrete Industrial Board (MCIB)
Bulletin No. 1. Moisture content shall not exceed five-tenths of one
percent (0.5%). Fill after sewer pipe has been permanently placed
inside casing, tested and approved, in a manner such as not to disturb
the alignment and/or grade of the sewer pipe.
(6)
Lateral End Marking.
Lateral sewer service lines shall be laid from the sewer main to the
lot line or property line. The end of the lateral shall be properly
plugged with a watertight pancake. A two-inch-by-four-inch board shall
be installed vertically at the end of the lateral and shall extend
to within one (1) foot of the finished ground surface to mark the
end of each lateral service line.
D.
Testing.
1.
General. After backfilling over the
sewers, the contractor shall lamp all sewer lines. All sewer lines
are subject to infiltration, exfiltration and/or air tests as determined
by the City Engineer. Immediately prior to conducting a test, the
groundwater level shall be determined by auguring a hole adjacent
to the pipe and measuring the distance to the water level, or by determining
if water is flowing through a one (1) inch diameter pipe installed
horizontally through the upstream manhole wall and having a flow line
elevation even with the top of the pipe being tested. If a pipe is
installed through the manhole wall to determine the water level, the
contractor shall seal the pipe with mortar upon completion of the
testing. Infiltration tests shall be performed. All other pipe shall
be tested by exfiltration tests, or at the option of the contractor,
air tests. If any section of pipe passes either the exfiltration or
air test as specified below, that section shall be accepted by the
City. Each reach of sewer shall meet the requirements of the acceptance
tests. All defects shall be repaired to the satisfaction of the City,
or his/her designate. Inspection by use of a closed circuit television
system may be required where lamping proves to be an unsatisfactory
means of inspection.
2.
Lamping. Each section of the sewer
line between manholes shall be straight and uniformly graded. Each
such section will be lamped. Lamping will be performed by the City.
The contractor shall furnish suitable assistants to help the City.
3.
Exfiltration. Exfiltration tests
shall be conducted by blocking off the other openings in the upper
manhole and plugging the line where it enters the lower manhole of
the reach to be tested, filling the line and the manhole with water
[but not more than five (5) feet deep], and measuring the water required
to keep the manhole full. The total exfiltration shall not exceed
one hundred fifty (150) gallons per inch of nominal pipe diameter
per mile of pipe per day for each reach tested. For purposes of determining
the maximum allowable leakage manholes shall be considered as sections
of forty-eight (48) inch pipe. The exfiltration test shall be maintained
on each reach for at least two (2) hours and as much longer as necessary,
in the opinion of the City Engineer or his/her designate, to locate
all leaks.
The contractor shall provide, at
his/her own expense, all necessary piping between the reach to be
tested and the source of water supply, together with equipment and
materials required for the tests. The methods used and the time of
conducting the exfiltration tests shall be subject to the approval
of the City Engineer or his/her designate. If the leakage in any reach
exceeds the allowable maximum, it shall be retested after the leaks
are repaired.
4.
Infiltration. If at any time the
infiltration between two (2) adjacent manholes is observed and measured
by the City Engineer or his/her designate, to exceed two hundred (200)
gallons per inch nominal pipe diameter per mile of sewer per day,
the contractor shall locate the principal leakage and shall make such
repairs as are necessary to control the infiltration. The infiltration
shall be measured by use of a weir furnished and installed by the
contractor.
5.
Air. The contractor shall conduct
an air test on each reach of sewer between manholes. The air test
shall be performed in accordance with the following specifications.
a.
Equipment. Cherne Air-Loc Equipment
as manufactured by Cherne Industrial of Hopkins, Minnesota, or approved
equal. Equipment used shall meet the following requirements:
(1)
Pneumatic plugs shall
have a sealing length equal to or greater than the diameter of the
pipe to be inspected.
(2)
Pneumatic plugs shall
resist internal test pressure without requiring external bracing or
blocking.
(3)
All air used shall pass
through a single control panel.
(4)
Three (3) individual
hoses shall be used for the following connections:
b.
Procedures. All pneumatic plugs shall
be seal-tested before being used in the actual test installation.
One (1) length of pipe shall be held on the ground and sealed at both
ends with the pneumatic plugs to be checked. Air shall be introduced
into the plugs to twenty-five (25) pounds per square inch (gauge)
(psig). The plugs shall hold against this pressure without bracing
and without movement of the plugs out of the pipe.
After a manhole to manhole reach
of pipe has been backfilled, and cleaned and the pneumatic plugs are
checked by the above procedures, the plugs shall be placed in the
line at each manhole and inflated to twenty-five (25) pounds per square
inch (gauge) (psig). Low pressure air shall be introduced into this
sealed line until the internal air pressure reaches four (4) pounds
per square inch (gauge) (psig). At least two (2) minutes shall be
allowed for the air pressure to stabilize. After the stabilization
period (3.5 psig minimum pressure in the pipe), the air hose from
the control panel to the air supply shall be disconnected. The portion
of the line being tested shall be termed "acceptable" if the time
required in minutes for the pressure to decrease from 3.5 to 2.5 psig
is not less than that shown in the following "Allowable Time Table":
|
ALLOWABLE TIME TABLE
| |||||
|---|---|---|---|---|---|
|
Time
|
Time
| ||||
|
Pipe Size
(inches)
|
Min.
|
Sec.
|
Pipe Size
(inches)
|
Min.
|
Sec.
|
|
6
|
2
|
15
|
36
|
17
|
00
|
|
7
|
3
|
18
|
42
|
19
|
50
|
|
8
|
3
|
57
|
48
|
22
|
40
|
|
10
|
4
|
43
|
54
|
25
|
30
|
|
12
|
5
|
40
|
60
|
28
|
20
|
|
15
|
7
|
5
|
66
|
31
|
10
|
|
18
|
8
|
30
|
72
|
34
|
00
|
|
21
|
9
|
50
|
84
|
39
|
40
|
|
24
|
11
|
20
|
96
|
47
|
00
|
|
27
|
12
|
45
|
103
|
51
|
00
|
|
30
|
14
|
10
| |||
|
Due to the danger of a plug deflating,
and shooting out of the pipe, the contractor shall not allow any person
to enter a manhole adjacent to a reach of pipe being tested while
the reach is under air pressure. The manholes shall be inspected visually
and all leaks repaired to the satisfaction of the City. If the air
leakage in any reach exceeds the allowable, it shall be retested after
the leaks are repaired.
|
