Proposed Sanitary Sewer No. 2595
NORTH COLLEGE
HILL SEWER REPLACEMENT, CONTRACT 2D & 3
Test
borings that were drilled for this project have been indicated on the
plans. Prospective Bidders are hereby
notified that a copy of the test borings are available at the Plans Sales Desk,
Room 100, Department of Sewers, Division of Wastewater Engineering, 1600 Gest
Street, Cincinnati, Ohio 45204, upon execution of a "Test Boring
Information Waiver of Liability".
The
geotechnical report was not prepared for purposes of bid development and the
accuracy of the report is limited. The Contractor should confer with a
geotechnical engineer and/or conduct additional study, in the area, to obtain
specific type of geotechnical information required for construction and for
preparation of bids. The Contractor should not over rely on the construction
recommendations included in the report.
These recommendations in the report are not final and are developed
principally from the judgment and opinion of the geotechnical engineer who
prepared the report.
Rock cores are available for viewing upon request in Room 101, Department of Sewers, Division of Wastewater Engineering, 1600 Gest Street.
Before construction is
started, the Contractor shall submit a construction schedule to the
Engineer. This schedule shall outline
the sequence in which the Contractor proposes to conduct operations and shall
be approved by the Engineer before work is started.
It shall be the
responsibility of the Contractor to uncover the existing conduit as the first
order of work to determine the elevation and alignment of the existing conduit.
A test hole shall be taken at the crossing of the 8’x 6’ culvert located on sheet 5/22 of contract 3 to confirm clearance. The
Engineer shall determine if adjustments are required.
Live connections to the
proposed sewer can only be made after construction of manhole #40, located on
Foxwood Drive as shown on sheet 2 of the North College Hill Contract 2D
contract plan, and acceptance by MSD of the downstream sewer system (North
College Hill Contract 2C) currently under construction. Manhole number 40 and the downstream sewer
system is currently scheduled to be complete on December 12, 2002. This date shall be considered tentative with
completion before or after December 12, 2002.
MSD shall determine when manhole #40 is sufficiently complete and when
the downstream sewer has been accepted, to make live connections.
LIQUIDATED DAMAGES
Per
the requirements of Section III
F, “Binding Effect”, of the “Interim Partial Consent Decree for Sanitary
Sewer Overflows”, the Metropolitan Sewer District of Greater Cincinnati (MSD)
hereby notifies the Contractor of the following:
On February 15,
2002, the United States EPA, United Department of Justice, and the State of
Ohio lodged with the United States District Court for the Southern District of
Ohio Western Division, an “Interim Partial Consent Decree for Sanitary Sewer
Overflows”. Copies of the Consent
Decree are available from the Metropolitan Sewer District of Greater
Cincinnati, Regulatory Response Unit, 1600 Gest Street, Cincinnati, OH
45204.
Liquidated
damages per 108.07 of the City of Cincinnati Supplement shall be assessed to the
Contractor for failure to complete construction by the December 31, 2004.
Beginning January 1, 2005 the assessments will be applied, as follows,
until construction is complete:
1
- 30 calendar days $1,500/calendar
day
31 - 60 calendar days $3,000/calendar day
Over 60 calendar days $5,000/calendar day
Following award of the Contract and before starting any work, the Contractor, the Contractor’s Superintendent, and Foreman shall meet with the Engineer, the Field Engineer and the Inspector in the office of the Engineer for a preconstruction meeting. The Contractor will be notified of the date and the time of the meeting. The Contractor shall bring their Workmen's Compensation Certificate and Proof of Liability Insurance to the preconstruction meeting.
A field office shall be provided as described below. The cost of the field office shall be included in the various contract items.
The field office shall be in accordance with Item 619 of the State of Ohio (ODOT) Construction and Material Specifications. A Type “A” field office shall be required. In addition to the standard equipment for a Type “A” field office, the field office shall include a fax machine connected to an independent telephone line, one four drawer legal size file cabinet, and one storage locker with lock suitable for surveying equipment.
The Contractor shall be
responsible for maintaining “local” traffic at all times and for notifying the
proper authorities regarding the closing of roads.
It is the intention to
perform the required work with the least inconvenience to, and maximum safety
of the Contractor and the traveling public.
Any variances from these Maintenance of Traffic notes must be approved in
advance, in writing, by the Engineer.
The Contractor shall not
begin work until standard barricades and warning signs are in acceptable
position and the markers and signs conform to the "Ohio Manual of Uniform
Traffic Control Devices for Streets and Highways". The cost of all traffic
control devices shall be included in the various contract items.
The Contractor shall
maintain local traffic at all times during construction of this project in a
manner causing the least amount of inconvenience to the abutting property
owners. Temporary Driveways, Temporary
Roadways, or Turn-Arounds as may be necessary to provide vehicular access to
and from the abutting properties shall be constructed, maintained and
subsequently removed by the Contractor, as directed by the Engineer.
MSD will obtain, process and
pay for all required street opening permits.
Any cost for inspection and testing required by jurisdictional agencies,
in addition to that supplied as part of the street opening permit, will be
billed to and paid by MSD, excluding penalty charges for delays due to the
Contractor's operations.
When excavating in pavement,
the portion of the pavement not in the sewer main construction shall be kept
clear of all excavated material. Only a
portion of the trench shall be excavated at a time and closed again with
granular material, or controlled density backfill, before the pavement over the
balance is removed, as directed by the Engineer.
All pavement and/or right‑of‑way openings within the public right‑of‑way must conform to the current edition of the State of Ohio, Department of Transportation, Construction and Material Specifications, with supplements or changes thereto. Also, the Contractor assumes all responsibilities and liabilities regarding strict adherence to applicable sections for the Maintenance of Traffic and Public Safety as set forth in the "Ohio Manual of Uniform Traffic Control Devices for Streets and Highways". All traffic control devices must be in place prior to starting construction.
The Contractor shall save
harmless the City of Cincinnati and the Board of County Commissioners of
Hamilton County and all its representation from all suits, actions, or claims
of any character brought on account of any injuries or damages sustained by any
person, or persons, or property in consequence of this construction project due
to construction operations.
Police and Fire access shall
be maintained at all times. If at any
time traffic has to be blocked, the Contractor shall notify the local Police
District and Fire Division.
On North Bend Road at
Witherby Avenue between the hours of 7-9 a.m. and 4-6 p.m. (Monday through
Friday), and during all non-working hours, the entire roadway shall be open and
available for the movement of traffic.
During all working hours two-way traffic shall be maintained. Flagging procedures may be necessary and are
to be provided by the contractor.
The cost of the maintenance
of traffic shall be included in the various contract items.
The Contract Drawings show
all underground utilities, water, gas, and sewer lines known to exist. However,
this does not guarantee that all existing lines and appurtenances have been
shown on the Contract Drawings, and the City assumes no responsibility for the
accuracy thereof and does not free the Contractor from necessary precautions
for the protection of any utility encountered on the project or the restoration
of any utility damaged during the work.
The Contractor shall notify,
at least 48 hours before breaking ground,
all public and/or private service corporations having wire, poles, pipes,
conduit, manholes or other structures that may be affected by this operation,
including all structures which are affected and not shown on the Contract
Drawings. Owners of underground utilities,
which are members of the Ohio Utilities Protection Service, can be notified by
calling 800‑362‑2764 (toll
free). Non‑member underground
utility owners must be called directly.
Supporting and/or protecting existing water lines, gas mains, telephone conduit, guy lines, electric/telephone poles, storm sewers, etc., shall be included in payment for the various contract items of work.
All work required for the
maintenance of service of existing utilities shall be done by, and at the
expense of the Contractor.
All maintenance, repair
and/or replacement of existing utilities shall be in accordance with the Rules
and Regulations of the various utility companies having jurisdiction.
All existing storm sewers,
driveway drains, and other surface drain pipes, whether shown on the Contract
Drawings or not, which are removed or damaged during construction shall be
repaired and reconnected by the Contractor, as directed by the Engineer, at no
cost to the City. All utilities other
than water and sewer lines are to be relocated, as directed by the Engineer, at
no cost to the City.
It is assumed that there are water and gas branch lines, etc., serving each residence. The Contractor shall repair or replace these utilities, if damaged, at no cost to the City.
It shall be the Contractor's
responsibility during the construction of this project to work equipment around
poles, trees, or other obstructions which permit the passage of the bucket and
boom but prevent passage of other portions of the equipment and, if necessary,
to excavate from both sides of the poles, trees, or other obstruction, and to
remove materials by hand labor, tunneling, or by other means, all at the
Contractor’s own expense.
It is the intent of these Detailed Provisions to provide a procedure for keeping the restoration of seed and sod areas and driveways current with the installation of the sewer pipe. This will be considered a part of the sewer installation and failure to keep restoration of these items completed reasonably close to the installation of the sewer pipe shall be cause to delay payment for sewer pipe installed until such restoration is completed to the satisfaction of the Engineer.
It shall be the
responsibility of the Contractor to make timely requests of the City for any
additional information not already in the Contractor’s possession and which
should be furnished by the City under the terms of this Contract, and which
will be required in the planning and execution of the work. Such requests may be submitted from time to
time as the need approaches, but each shall be filed in ample time to permit
appropriate action to be taken by all parties involved so as to avoid delay.
Each request shall be in
writing, and list the various items and the latest day by which each will be
required by the Contractor. The first
list shall be submitted within two (2) weeks after contract award and shall be
as complete as possible at that time.
The Contractor shall, if required, furnish promptly any assistance and
information the Engineer may require in responding to these requests of the
Contractor. The Contractor shall be
fully responsible for any delay in work, or to the work of others, arising from
failure to comply with the provisions of this section.
The Contractor shall not
trespass upon or in any way disturb property outside the street right‑of‑way,
or outside the limits of construction, without first obtaining written
permission from the owner to do so. A
copy of such written permission shall be furnished to the Engineer.
If the Contractor finds it
necessary to obtain additional working area, it shall be the Contractor’s
responsibility for its acquisition. All
requirements listed under the "Use of Premises" shall apply if
additional area is obtained.
The Contractor shall, at the
Contractor’s expense, restore such property to the full satisfaction of the
owner, and shall obtain from the owner a written release stating that
restoration has been satisfactorily made.
A copy of the written release shall be furnished to the Engineer.
The Contractor shall not
waste any excess earth, stone, or other excavated material on any property
without first obtaining written permission from the owner of the property and
securing the approval of the Engineer.
One copy of the owner's written permission, and one copy of a written
release from the owner stating that the work has been completed satisfactorily,
shall be furnished to the Engineer.
All items within the construction
limits and the street right‑of‑way shall be removed, or removed and
replaced, or restored as required by the Contract Drawings and Specifications,
as directed by the Engineer.
PROTECTION OF TREES
The Contractor shall take precautions to avoid any unnecessary damage to trees. Branches which overhang the construction limits and which interfere with the operation of equipment shall be tied back to avoid damage, if possible. Where injury to branches is unavoidable, the branches shall be sawed off neatly at the trunk or main branch and the cut area shall be painted with an approved tree paint immediately. Any trees damaged beyond saving shall be removed by the Contractor at the Contractor’s expense, and in the case of trees located on private property, the Contractor shall make restitution to the owner.
It will be the
responsibility of the Contractor, throughout the tenure of this contract, to
provide and maintain sufficient flow at all times to pass any flash or storm
flow of drainage ditches, creeks, streams and rivers, and to prevent any
backwater flooding due to obstruction caused by construction equipment and/or
materials.
The Contractor shall
maintain sewage flow of the sewer main at all times during construction of the
proposed conduit by by-pass pumping or diverting sewage flow into temporarily
installed conduit. The pumps or conduit
used to maintain flow must be of adequate size to prevent surcharging of the
existing sewer. This cost shall be
included with the various 603 items.
The Contractor shall be
responsible for prohibiting storm or subsurface water from entering the
sanitary sewer during construction as may be caused by flash floods, heavy
rains, etc.
The cost of this work shall
be included in the unit price bid for the various contract items.
Any fences, signs, mailboxes, and guardrails that need to be removed to facilitate sewer construction operations shall be replaced, in kind or with repairs satisfactory to the owner, at the Contractor's expense. Replacement of fences, signs, mailboxes and guardrails shall be considered a part of the sewer installation and shall be done immediately after the installation and backfilling of the sewer. The costs for the removal and replacement shall be included in the price bid for the various contract items.
All restoration shall be
completed in strict accordance with the appropriate items of the
Specifications, as directed by the Engineer.
The cost of all restoration
of streets, drives, walks, sod, etc., shall be included in the various items of
the Contract.
All drainage ditches
disturbed by the Contractor’s work shall be restored, reshaped and graded to
drain properly.
All disturbed areas shall be
restored as nearly as practical to the condition they were prior to
construction.
Pavement restoration shall
be in accordance with the “Typical Restoration Section” and the provisions of
the Governing Agency responsible for the particular road, as directed by the
Engineer.
The restoration of sunken
trenches shall be the Contractor's responsibility. Sunken areas shall be backfilled and compacted to meet adjoining
grades and the surface area reseeded, or resurfaced with asphalt or concrete
matching the existing surfacing. The
Contractor's responsibility for this item shall be under the terms of, and for
the duration of, the guarantee defined in 109.11 of the City Supplement.
The Contractor shall restore
unpaved areas by seeding and mulching (Item 659) unless otherwise noted
herein. Commercial fertilizer shall be
used and shall have a chemical analysis of 12‑12‑12. The fertilizer shall be delivered to the
project site in manufacturer's containers, unopened. The container, or an attached tag, shall have printed upon it the
manufacturer's name and the chemical analysis of the contents.
Driveways shall be restored in kind or with two (2) inches of Asphalt Surface Course (Item 404) on a six (6) inch Aggregate Base (Item 304) or with seven (7) inch thick Plain Portland Cement Concrete Pavement (Item 452). Concrete walks shall be restored with a five (5) inch thick Plain Portland Cement Concrete Walk (Item 608).
All permanent and temporary Right-of-Way has been acquired for this project. Copies of the signed easement drawings and agreements are on file at the Department or Sewers, 1600 Gest Street, Cincinnati, Ohio.
The Contractor shall comply with all special agreements negotiated by the City and shall include the cost of the necessary materials, labor, and equipment in the price bid for the various contract items.
Phase 2D:
Parcel 595-2-374 (Henninger) Right-of-Way Acc.
No. 55398, Contract Sheet 2/9
1. Storage of materials and equipment on said property shall be limited to 30 days subject to extension in the event of adverse weather conditions, labor strikes or unexpected geological conditions.
Parcel 595-2-134 (Fiedeldey) Right-of-Way Acc.
No. 55401, Contract Sheet 3/9
1. Contractor shall install and maintain temporary construction fencing for the protection of the owners pet during construction on said property.
2. Owners swimming pool shall not be disturbed. Should said pool be damaged as a direct result of construction, it shall be repaired at the Contractors expense.
3. Should Contractor damage any existing fences,
Contractor shall repair or replace at the Contractors expense.
Parcels 595-4-28,29,30 (Village of NCH
Condominiums) Right-of-Way Acc. No. 55405, Contract Sheet 6/9
1. Contractor shall abandon the existing holding tank on said property.
2. Contractor shall be responsible for restoration of the existing walk and planting in the area of construction.
3. It will be the Condo Associations responsibility to do the final restoration of the parking area.
Phase 3:
Parcels 246-1-1,6,7 (Savanah Gardens)
Right-of-Way Acc. No. 56411, Contract Sheet 10/22
1. Contractor shall crack the foundation of the swimming pool and fill and cover with soil from the sewer project.
2. The playground area is to be temporarily relocated as shown on sheet 10/22 Contract 3, construction drawing (Acc. No. 55871) during construction, if needed by the Contractor.
Parcel 595-4-27 (North Creek Apartments)
Right-of-Way Acc. No. 56406, Contract Sheet 2/22
1. Contractor shall maintain the existing signage in a location agreeable to the property owner during construction
All Parcels
1. Upon completion of the construction work, Contractor shall restore the property as nearly as practicable to the condition it was prior to construction.
2. All other physical features such as fencing and pavement shall be replaced by the Contractor in kind equal to or better than existing.
3. Contractor shall remove all project debris from the property at no cost to the property owner.
The Contractor will be responsible for providing
the necessary material and labor to follow all mitigative measures indicated on
the plans throughout the entire project.
The mitigative measures stated on the plans are guidelines to be followed
during the construction; alternatives to these measures should be submitted to
the City for approval two (2) weeks prior to the construction in the area
affected by the change.
Work
adjacent to and within the stream will be strictly observed by the Engineer to
assure compliance with the Contract Documents. Refer to creek crossing
restoration on plan sheet 8 of contract 2D if stream or embankment areas are
impacted. Costs for stream bank restoration shall be included in 603 items.
The
Metropolitan Sewer District will provide a qualified environmental inspector to
oversee construction operations for this project. The role of the environmental
inspector will be to assure that the Contractor is aware of the sensitive areas
within the project and of the steps necessary to complete the project with a
minimum of environmental impacts. The environmental inspector will also inspect
the project to assure that the mitigative measures and these Detailed
Provisions are adhered to by the Contractor during the construction of the
project and during site restoration activities.
Soil erosion and sedimentation controls shall be
installed and maintained over the duration of the project as needed. These
controls shall be located within or along the edge of construction between the
proposed sewer line and the stream.
Temporary
and permanent seeding shall be completed in stages to assure the restoration of
the area disturbed during construction.
The
Contractor shall give special attention to proper sewer construction, protection
of the stream and riparian areas and the following mitigative measures, as well
as those shown on the drawings. These
measures are being taken so that the stream can be restored to "before
construction" conditions.
a. The
Contractor shall maintain all haul roads throughout the construction to prevent
unnecessary construction traffic from using the creek in areas not disturbed by
actual sewer construction.
b. The Contractor shall maintain existing stream
cover by not removing or disturbing trees along the stream bank and other
miscellaneous in-stream shading items.
While working along the stream, use the area on the opposite side of the
sewer from the stream for material storage and stock piling of excavated trench
material.
c. Construction within the creek area shall be
initiated and completed during normal to low periods of flow.
d. During high creek flow periods, construction
work in the creek is prohibited; construction of sewer segments in areas away
from the creek will be permitted.
e. At creek crossings, do not disturb the
vegetation within the construction easement, except for the area required for
excavation and equipment passage. This
creek crossing shall include the creek and the creek banks.
f. When necessary, the creek flow can be
temporarily diverted around the construction area, provided the method to be
used receives prior approval by MSD and any disturbance to the stream is
minimized. Disturbed areas shall be
immediately restored, using the proper mitigative measures.
g. No solid or liquid wastes, including construction materials, shall be dumped or discharged into waterways or left where they may be washed away with stormwater runoff.
h. Where the trench crosses a stream with a
solid or layered rock bottom, the Contractor shall sawcut the trench edges to a
minimum depth of four inches (4").
The trench shall be backfilled with Class “C” concrete as indicated in
the creek crossing detail shown on the construction drawings. The Contractor also shall provide necessary
means to prevent fracturing of the bedrock due to equipment crossings.
i. All excess spoil material shall be removed
from the stream corridor area promptly and disposed of in an environmentally
sound manner. If wasted on site, it
must be placed outside the riparian area and seeded immediately.
j. Stream bank restoration or rock channel
protection shall be used, as directed by the Engineer when the excavation of
the sewer disturbs the stream bank. The
protection shall be a minimum of two feet (2') thick from stream's edge to a
minimum of two feet (2') above normal flow elevation, unless otherwise shown on
the plans. Above this rock channel
protection, a three-foot (3') wide strip parallel to the stream shall be
planted with willow sprigs and the remaining slope seeded with a mixture of
fescue and clover. If this slope is
greater than 3:1, including small drainage swales, the Contractor shall use
erosion control devices to prevent erosion, as per ODOT specification Item No.
670 and ODOT Standard Drawing DM-4.2M, Jute and Excelsior Matting.
k. Dewatering flows are to be settled or
filtered before discharge to stabilized sites, such as streams or storm sewers,
not onto exposed soils, streambanks, or any other sites where the flows could
cause erosion.
The cost for this work shall be included in the
price bid for the applicable Environmental Compliance bid item.
The
Contractor will be responsible for submitting an Erosion Control Plan prior to
the initiation of any construction work.
The plan shall be submitted within two (2) weeks following the Notice of
Award of the Contract. Once approved,
the plan shall be used by the Contractor throughout the project. Deviations from the approved plan will need
to be submitted to MSD three (3) weeks prior to the change for MSD's
consideration.
The
plan shall be used to address the environmental concerns shown on the Contract
Drawings and the Mitigative Measures of these Detailed Provisions. The Erosion Control Plan shall include sound
creek crossing techniques, location of access/haul roads, location of staging
and stock pile sites, as well as type and location of erosion control
devices. The plan shall specify a
person responsible for overseeing the implementation of the items listed in the
Plan.
The
following shall be used as a guide to develop the Erosion Control Plan:
a.
Stream Crossing Work--detail method of
construction and stream flow diversion (i.e., coffer dams, by-pass pumping,
etc.); specify stream bank and vegetation protection; excavated material and
bedding material stockpile location.
b. Access/Haul Roads--identify ingress and
egress points along sewer alignment; location of haul roads within construction
easement along riparian areas; method of haul road creek crossing (culvert,
temporary bridge, etc.); proposed access points on private property.
c. Staging/Stockpile
Sites--identify location of potential site.
d. Erosion
Control Devices--identify type of erosion control device (silt fence, stream
bates, rock check dams, etc.); show location of devices (stream crossings,
sloping areas, etc.); timing and method of permanent stabilization and
re-vegetation.
The
cost for this work shall be included in the price bid for the applicable
Environmental Compliance bid items.
Clearing and grubbing shall
be performed in accordance with ODOT Item 201 and the City of Cincinnati
Supplement to the State of Ohio (ODOT) Construction and Material
Specifications, Item 201, except as otherwise noted herein.
Payment for all work, labor,
materials and equipment necessary to complete the work shall be at the lump sum
price for Item No. 201.
This item shall be constructed as shown on the plans and as directed by the Engineer. Fill, seal and abandon existing sewers 12” and larger in accordance with the method described in section 202.021 of the Cincinnati Supplement to the State of Ohio, Department of Transportation, Construction and Material Specification, except as stated. All fill material for sewers, located within the improved right-of-way, shall be with Controlled Density Backfill.
This item will be used in other areas only when directed
by the Engineer. Payment will be based
on the unit price bid per cubic yard.
Sewers that are to be abandoned shall be plugged or sealed where they join manholes, catch basins, or inlets. All existing sewers encountered in construction operations that are inactive, or are to be abandoned as determined by the Engineer, shall be plugged or sealed at both ends where broken into, before proceeding with backfilling.
Where
plugging or sealing is required, pipe 12-inches or less in diameter shall be
sealed by the installation of a suitable precast concrete or vitrified clay
stopper, properly cemented into place. Pipe or masonry sewers larger than
12-inches in diameter shall be sealed at the required locations by the
construction of a masonry bulkhead of brick, stone, or concrete having a
thickness of one-half of the sewer diameter, except that the minimum thickness
shall be 12-inches and the maximum thickness shall be 24-inches.
Manholes shall be abandoned in accordance with Item 202.09 of the State of Ohio (ODOT) Construction and Material Specifications, except as stated. All castings shall be disposed of at the Contractor’s expense. This item shall include all sanitary manholes to be abandoned as shown on the plans or as directed by the Engineer. All fill material for manholes, located within the improved right-of-way, shall be with Controlled Density Backfill.
Manholes
shall be removed in accordance with Item 202.08 of the State of Ohio,
Department of Transportation, Construction and Material Specifications. All castings shall be disposed of at the
contractor’s expense. This item shall include all sanitary manholes to be
removed as shown on the plans or as directed by the Engineer.
This
is a contingency item.
This
item will be used only when directed by the Engineer.
This
is a contingency item.
Only
special fill material not included in other pay items shall be measured for
payment.
This
is a contingency item.
No.
3 Gravel Bedding meeting the requirements of Item 703 of the State of Ohio
(ODOT) Construction and Material Specifications shall be furnished by the
Contractor, only as directed by the Engineer, when this particular type of
material is required in the work.
This
is a contingency item.
Only
special Class "C" Concrete Masonry not included in other pay items
shall be measured for payment, as directed by the Engineer.
This
is a contingency item.
Only
special Class “C” concrete masonry used for encasement, cradles, key blocks and
collars, in addition to those items called for in the plans, shall be measured
for payment, as directed by the Engineer.
All
backfill operations required under these items shall be in accordance with the
City of Cincinnati Supplement to the State of Ohio (ODOT) Construction and
Material Specifications, Item 603.08, except as otherwise noted herein. All requirements of these items shall be
strictly adhered to by the Contractor and enforced by the Department of Sewers.
The
price bid for these items shall be complete, and shall include all necessary
clearing; excavation; embankment; dewatering; maintaining existing sanitary
flow; sheeting; preparation of trench bottom; granular bedding and initial
backfill; pipe; joint material; backfill; testing; disposal of waste material;
dust, odor and noise control; traffic control; lights, signs and barricades;
cleaning up; saw cutting; and concrete encasement.
Stub
lengths shall be included and paid per foot of conduit specified.
Partial
payments for these items shall be paid by the Metropolitan Sewer District in
accordance with the following schedule:
Ninety percent (90%) of the
unit price bid for Tunneling or Jacking and Boring shall be paid for pipe
installed as per plans.
An additional five percent
(5%) of the unit price bid for Tunneling or Jacking and Boring shall be paid
when the pipe passes the leakage test and also the deflection test where PVC
pipe is used.
Eighty percent (80%) of the
unit price bid for Type “C” and Type “G” Conduit shall be paid for pipe
installed, including initial backfill.
Seventy percent (70%) of the
unit price bid for Type “B” Conduit shall be paid for pipe installed, including
initial backfill.
An additional ten percent
(10%) of the unit price bid for Type “B”, Type “C”, and Type “G” Conduit shall
be paid when the pipe passes the leakage test and also the deflection test
where PVC pipe is used.
The remaining portion of the
unit price bid shall be paid when video taping of the installed sewers and
final restoration has been completed. Final
restoration is defined as when seeding/mulching is in place in unpaved areas,
and when pavement/roadway work is complete in paved areas.
The
same pipe material shall be utilized between manholes. No changes in pipe materials will be
permitted between manholes.
It
shall be the responsibility of the Contractor to uncover the existing sewer as
the first order of work to determine the elevation and alignment of the
existing conduit. The Engineer shall
determine if adjustments are required.
Alternate construction methods for maintaining flow, other than pumping and diverting flow into temporarily installed conduit, shall be approved by the Engineer prior to ordering materials or commencing construction in the affected areas. Construction of junction chambers and the relocation or addition of manholes to maintain existing pipe and flow during construction are all examples of alternate construction methods of maintaining flow. No additional payment shall be made for approved alternate construction methods of maintaining flow. The costs for maintaining flow, including but not limited to those methods described herein, shall be included with the various 603 items
Approved
tapping saddles may be used in lieu of prefabricated T-Branches for use with
Prestressed Concrete Cylinder Pipe (PCCP) and Ductile Iron Pipe (DIP).
The cost for each tapping saddle, including all work and equipment
incidental to its placement shall be included in the price bid for Item 603 -
6" T-Branch".
The
Contractor may utilize an “Inserta Tee” connector, or equal, in lieu of a
prefabricated T-Branch for all conduits larger than 24” in diameter, other than
PCCP or DIP.
If PVC (S.D.R. 35) Pipe is used under
these items, all operations shall be in accordance with Items 603.025 and
707.171 of the City of Cincinnati Supplement to the State of Ohio, Department
of Transportation, Construction and Material Specifications, latest
edition. PVC sewer pipe and fittings,
ASTM D-3034 and ASTM F-679 latest edition, shall have ASTM D-3212 joints
(flexible elastomeric seals).
Ductile Iron Pipe (D.I.P.), shall be seal-coated
cement mortar lined with push-on joints and shall conform to ANSI/AWWA
C-151/A21.51 Specifications. Joints for
ductile iron pipe and fittings shall be push-on bell and spigot rubber gasket
type and shall conform to ANSI/AWWA C-111/A21.11 Specifications. The price bid for Jacking & Boring shall
include the cost of D.I.P. when this pipe material is proposed to be utilized
within the Jack & Bore sections.
“Blue
Brute – PVC C-900”, Polyvinyl Chloride Pressure Pipe, shall conform to the requirements
of AWWA C-900 Specifications. Joints
for PVC C-900 pipe and fittings shall conform to AWWA C-111 Specifications.
Reinforced Concrete Pipe (R.C.P.) shall be in accordance with Section 706.02 of the State of
Ohio, Department of Transportation, Construction and Material Specifications,
and City of Cincinnati supplement thereto.
Joints shall be resilient and flexible watertight joints which meet or
exceed the requirements of ASTM C-443 and ASTM C-361. The joint material shall be a profile type gasket designed to
fill the joint void area and obtain the required water tightness. The profile type gasket shall be installed
as per the recommendations of the pipe and gasket manufacturers.
“Ultra-Rib” PVC Pipe, as manufactured by
Extrusion Technologies, Inc., shall meet the performance requirements of ASTM
F794 “Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity
Sewer Pipe and Fittings Based on Controlled Inside Diameter”. Flexible elastomeric seals meeting the
requirements of ASTM D-3212 shall be used with “Ultra-Rib” PVC Pipe.
“Vylon” PVC Pipe, as manufactured by Lamson
Co., shall meet the performance requirements of ASTM F1803 “Standard
Specification for Poly (Vinyl Chloride) (PVC) Closed Profile Gravity Pipe and
Fittings Based on Controlled Inside Diameter”.
Flexible elastomeric seals meeting the requirements of ASTM D-3212 shall
be used with “Vylon” PVC Pipe. When
this pipe material is proposed to be utilized for Conduit in Tunnel or Jack
& Bore, the cost of the pipe shall be included in the price bid for the
contract item.
“A-2000” PVC Pipe, as manufactured by Contech
Construction Products, Inc., shall meet the performance requirements of ASTM
F949 “Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer
Pipe with a Smooth Interior and Fittings”.
Flexible elastomeric seals meeting the requirements of ASTM D-3212 shall
be used with “A-2000” PVC Pipe.
“Carlon
PVC Pipe”, PS 46, shall meet the performance requirements of ASTM F789
“Standard Specification for Type PS-46 and Type PS-115 Poly (Vinyl Chloride)
(PVC) Plastic Gravity Flow Sewer Pipe and Fittings”. Flexible elastomeric seals meeting the requirements of ASTM
D-3212 shall be used with “Carlon PVC Pipe”.
The
following specifications shall apply for Prestressed Concrete Cylinder Pipe:
A. General
1. Pipe
shall be of the Prestressed Steel Cylinder Type, conforming to AWWA C-301 and
C-304. All pipe 48" diameter and
smaller shall be prestressed pipe with a steel cylinder lined with a concrete core (Prestressed Lined Cylinder
Pipe-LCP).
All pipe supplied for this project shall have
internal cores placed as specified in AWWA C-301 for lined and embedded
cylinder pipe, unless reviewed and approved as an equal by the Engineer.
The pipe shall be made by a Manufacturer experienced
in producing pipe of the type and size specified herein. The pipe Manufacturer shall have produced
such pipe, having a successful performance record of at least five years.
B. Design Conditions
The Contractor shall furnish to the Engineer, for
his approval, copies of the shop drawings, design calculations and laying
schedule from the pipe Manufacturer.
The pipe shall be designed to withstand, with
bedding and backfill as detailed in these Specifications and Drawings, the
indicated maximum trench loading, which will be applied after the backfill is
in place.
The laying condition for the pipeline shall be as
indicated in these Specifications, Contract Drawings, and Standard Drawing Acc.
No. 49032 - “Control Dimensions for Typical Trenches for Conduits.” Where no laying condition is specified for
concrete pressure pipe, the pipe shall meet the following criteria:
1. Live Load Conditions: AASHTO HS-20. Cooper E-80 loading with 50% added for
impact when pipe is beneath a railroad.
2. Laying Conditions: Type 1 AWWA C-304.
3. Density of Earth Cover: 120 pounds per cubic foot
unless soil conditions warrant the use of a higher value.
4. Trench width: O.D. of pipe bell + 24".
C. Fittings and Specials
The Drawings show the location of connections and
appurtenances to be installed along the pipeline. The pipe Manufacturer shall furnish all fittings and special
pieces required for curves, bends, branches and manhole connections.
The fittings and specials shall conform to the
requirements of AWWA C-301 and shall be furnished and installed as shown on the
Drawings or as required by the pipe Manufacturer or Engineer. Adapters shall be
provided for connection to pipes of different material.
Bevel pipe may be used where the required deflection
of the pipeline is more than allowed by the joint opening method in straight
pipe, yet less than that required for an elbow or special fittings. The difference in length of opposite sides
(laying length) shall be no more than one inch per one foot of internal
diameter of the pipe.
D. Pipe Joints:
Joints for pipe and fittings shall be of steel ring,
bell and spigot rubber gasket type and shall conform to AWWA C-301. Exposed portions of the joint rings shall be
protected by a zinc metallized coating, having a minimum thickness of 0.004
inch.
E. Testing and Certifications:
The Manufacturer of the pipe shall furnish to the
Engineer four (4) copies of certified reports containing the results of control
tests of cement, concrete (standard test cylinders), steel sheet and
prestressing wire.
Each pipe steel cylinder, with joint ring welded to
its ends, shall be subjected to a hydrostatic test which stresses the steel to
a unit stress of at least 20,000 psi, but not greater than 25,000 psi, and all
welds shall be inspected for soundness and water tightness.
The test shall comply with AWWA C-301 in all
respects. The pipe Manufacturer shall
submit an affidavit of compliance to the Engineer stating that the pipe and
fittings have been designed, manufactured and tested according to these
Specifications.
MSD reserves the right to witness the testing of
materials by the pipe Manufacturer. The
Manufacturer shall make all laboratory facilities available to MSD and shall
notify the Engineer at least twenty-four hours in advance of start of
production of the pipeline materials for the project.
F. Prestress Wire:
Prestressing wire shall conform to ASTM A-648-90, be
six (6) gauge minimum thickness, and Class III.
G. Pipe Markings:
All pipe, fittings and specials shall have design
information marked on the inside of the bell end. All fittings and special pipe shall be marked with a number
corresponding to that shown on the installation-laying schedule.
H. Pipe
Installation:
The pipe shall at all times be handled with
equipment designed to prevent damage to the joints, or to the inside or outside
surfaces of the pipe. The bottom of the
trench shall be excavated to proper line and grade, shall be free of rocks, and
shall provide a uniform bearing for the full length of the pipe barrel. A suitable excavation should be made at each
end of the pipe to allow for the bell and to permit installation of the diaper.
Both the bell and spigot of the pipe sections to be
joined shall be cleaned just prior to joining.
A thin layer of the lubricant, supplied by the pipe Manufacturer, shall
be applied to the surfaces of the bell, spigot, and gasket. After lubrication, the gasket shall be
installed in the spigot groove. The
stretch in the gasket should be equalized by inserting a smooth rod under the
gasket and moving the rod completely around the full circumference of the
spigot.
During joint make-up, the pipe being lowered into
the trench should be supported so the jointing effort is a straight
pull-in. The jointing effort can be
aided with come-alongs, winches, dead man, or backhoe. The position of the gasket should be checked
with a feeler gauge as supplied by the pipe Manufacturer. If the gasket is not in place, the joint
must be opened and re-laid using a new gasket.
When the gasket is found to be in the proper position with the feeler
gauge, the joint can be finished as described below.
When a joint opening is needed to make a grade or
alignment adjustment, the joint should be laid home first, then opened as
required on one side. All joint
openings must be within the recommended limits of the pipe Manufacturer.
A diaper shall be strapped to the outside of the completed joint so that it encompasses the external joint recess. A grout consisting of one part cement, three parts sand, and sufficient water shall be mixed to produce a grout free of lumps and with a consistency of thick cream. The grout shall be poured into the opening at the top of the diaper so that it completely fills the external joint recess. The grout should be rodded or puddled to ensure complete filling of the joint recess. A stiffer mix can be used to trowel over the opening at the top of the diaper. After the pipe is installed, and only after the pipe and joints have successfully passed the leakage test, the Contractor shall mortar the interior joint recess.
Backfill shall be as defined for the 603 items of
these Specifications. Care shall be
taken to place backfill material under the haunches of the pipe for the lower
one-sixth of the pipe circumference.
Heavy equipment will not be permitted over the pipe until a cover of at
least two (2) feet is achieved.
All safety procedures for installation and test
operations shall be followed as required by federal, state, and local
regulations.
I. Allowable Leakage Testing:
It is the intention that the
pipeline and appurtenances constructed under this Contract be made as
watertight as possible. The Contractor
shall take all reasonable precautions and conduct the work in a manner to
accomplish this. A leakage test, as
defined in 603.061 of these Detailed Provisions, shall be conducted on the
entire line.
Centrifugally Cast
Fiberglass Pipe (C.C.F.P.), which is
supplied and installed under this Contract, shall be as per these
Specifications and in accordance with the Manufacturer’s recommendations. The price bid for Conduit in Tunnel, and
Jacking & Boring, shall include the cost of C.C.F.P. when this pipe
material is proposed to be utilized within the tunnel and Jack & Bore
sections.
The
following specifications shall apply for Centrifugally Cast Fiberglass Pipe:
A. General
1. Pipe: Pipe
shall be Centrifugally Cast Fiberglass Pipe for Direct Bury Installation
-Gravity Service.
2. Applicable
References:
a. ASTM D3262 - Standard Specification for “Fiberglass”
(Glass-Fiber-Reinforced Thermosetting-Resin) Sewer Pipe.
b. ASTM D4161 - Standard Specification for “Fiberglass”
(Glass-Fiber-Reinforced Thermosetting-Resin) Pipe Joints Using Flexible
Elastomeric Seals.
c. ASTM D2412 - Standard Test Method for Determination
of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading.
B. Products
1. Materials
a. Resin Systems: The
manufacturer shall use only polyester resin systems with a proven history of
performance in this particular application.
The historical data shall have been acquired from a composite material
of similar construction and composition as the proposed product.
b. Glass Reinforcements: The
reinforcing glass fibers used to manufacture the components shall be of the
highest quality commercial grade E-glass filaments with binder and sizing
compatible with impregnating resins.
c. Silica Sand: Sand
shall be a minimum 98% silica with a maximum moisture content of 0.2%.
d. Additives:
Resin additives, such as curing agents, pigments, dyes, fillers,
thixotropic agents, etc., when used, shall not detrimentally affect the
performance of the product.
e. Elastomeric Gaskets: Gaskets
shall be supplied by approved gasket manufacturers and be suitable for the
service intended.
2. Manufacture and Construction
a. Pipes:
Manufacture pipe by the centrifugal casting process to result in a
dense, non-porous, corrosion-resistant, consistent composite structure.
b. Joints: Except as noted, the pipe shall be field
connected with fiberglass sleeve couplings that utilize elastomeric sealing
gaskets made of EPDM rubber compound as the sole means to maintain joint water
tightness. The joints must meet the
performance requirements of ASTM D4161.
Joints at tie-ins, when needed, may utilize fiberglass gasket-sealed
closure couplings.
c. Fittings: Flanges,
elbows, reducers, tees, wyes, laterals and other fittings shall be capable of
withstanding all operating conditions when installed. They may be contact molded or manufactured from metered sections
of pipe joined by glass-fiber-reinforced overlays. All joints and fittings shall be formed to perform as a leak free
system.
d. Acceptable Manufacturer: The pipe Manufacturer shall
be experienced in producing Centrifugally Cast Fiberglass Pipe of the type and
size specified herein. The pipe
Manufacturer shall have produced such pipe, having a successful performance
record of at least five years.
3. Dimensions
a. Diameters:
The minimum inside diameter of the pipes supplied shall be in accordance
with sizes shown on the contract Plans.
b. Lengths: Pipe
shall be supplied in nominal lengths of 10 or 20 feet. At least 90% of the total footage of each
size and class of pipe, excluding special order lengths, shall be furnished in
nominal length sections.
c. Design Conditions and Pipe Wall Thickness: The
Contractor shall furnish to the Engineer, for his approval, copies of the shop
drawings and design calculations from the Manufacturer prior to pipe
production. The minimum wall thickness
shall be designed to withstand the backfill and loading conditions in
accordance with the Manufacturer’s recommendation and as per the contract Plans
and Specifications. Proper bedding
shall be provided in accordance to the Manufacturer’s recommendations for the
actual site and soil conditions.
d. End Squareness: Pipe
ends shall be square to the pipe axis with a maximum tolerance of 1/8”.
4. Testing
a. Pipes: Pipes shall be manufactured and tested in
accordance with ASTM D3262.
b. Joints: Coupling Joints shall meet the requirements
of ASTM D4161.
c. Stiffness: Minimum
pipe stiffness when tested in accordance with ASTM D2412 shall be 36 psi.
5. Customer Inspection
a. MSD, or a designated representative, shall be entitled to
inspect pipes or witness the pipe manufacturing and testing. MSD reserves the right to witness the
testing of materials by the pipe Manufacturer and to obtain certified copies of
test reports for any materials tested.
b. Manufacturer’s Notification to MSD: Should MSD, or a designated representative,
request to see specific pipes during any phase of the manufacturing process,
the Manufacturer must provide MSD with adequate advance notice of when and
where the production of those pipes will take place.
6. Packaging, Handling and Shipping: Packaging, handling and shipping shall
be done in accordance with the manufacturer’s instructions.
C. Execution
1. Installation
a. Standard:
Pipe shall be installed in full compliance with the “Standard Practice
for Underground Installation of Fiberglass (Glass Reinforced Thermosetting
Resin) Pipe”, ASTM D3839, latest edition.
b. Installation instruction: The Contractor installing the pipe furnished shall follow the
installation instructions and literature of the Manufacturer for installing
fiberglass pipe and fittings.
c. Burial: The
bedding and burial of pipe and fittings shall be in accordance with the project
plans and specifications and as per the manufacturers requirements for the
actual soil conditions encountered.
d. Pipe Handling: Use
textile slings, other suitable materials, or a forklift. Use of chains or cables is not recommended.
e. Jointing:
1. Clean ends of pipe and coupling
components.
2. Apply joint lubricant to pipe ends and elastomeric seals of
coupling. Use only lubricants approved
by the pipe manufacturer.
3. Use suitable equipment and end protection to push or pull
the pipes together.
4. Do not exceed forces recommended by the manufacturer for
coupling pipe.
5. Join pipes in straight alignment then deflect to required
angle. Do not allow the deflection
angle to exceed the deflection permitted by the manufacturer.
f. Flotation:
The Contractor shall be required to provide adequate means of protection
to prevent against flotation of the pipe during and after installation, as
recommended by the Manufacturer.
2. Field Tests:
a. Infiltration / Exfiltration Test: It is the intention that the pipeline and
appurtenances constructed under this Contract be made as watertight as
possible. The Contractor shall take all
reasonable precautions and conduct his/her work in a manner to accomplish
this. A leakage test, as defined in
603.061 of these Detailed Provisions, shall be conducted on the entire line.
b. Deflection:
Maximum limits of ring deflection shall be 5% of the base inside pipe
diameter, measured no sooner than 30 days after completion of the backfill in
accordance with Section 603.028 of the City of Cincinnati Supplement to the
State of Ohio, Department of Transportation, Construction and Material
Specifications.
The
price bid for this item shall be complete, including restoration.
Whenever
it is necessary to remove the existing sewer and/or manhole in order to
construct the proposed sewer, the cost for removing the existing sewer and/or
manhole, including the cost for disposing and transporting materials or any
additional excavation, restoration, or labor required, shall be included in the
price bid for the various 603 items.
All
necessary dewatering shall be provided by the Contractor to allow placement of
the pipe in suitable conditions to prevent bellies and to assure proper bedding
for the pipe. The Contractor shall furnish and operate suitable pumping equipment
of such capacity adequate to dewater the trench.
All
excavations shall be protected by trench boxes, bracing, sheeting, piling, or
any other means necessary in order to prevent damage to adjacent structures and
to adequately support the trench walls for the security and safety of persons
in and adjacent to trenches or construction operations. The Contractor shall be
responsible for the protection of the excavation at all times. Protection of excavations shall be
considered an incidental part of the excavation and the Contractor shall
include all costs to protect excavations in the various items of the Contract.
Unsupported
open cut for conduits will not be permitted where trenching may cause
unnecessary damage to pavement, trees, structures, poles, utilities, or other
private or public property. During the progress of the work, whenever it is
necessary, the Contractor shall, at their own expense, support the sides of the
excavation by adequate and suitable sheeting, shoring, bracing, or other
approved means. Such trench support
material and equipment shall remain in place until backfilling operations have
progressed to the point where the supports may be withdrawn without endangering
property. When sheeting is removed, it
shall be removed without causing damage to the pipe.
Maintaining
existing sanitary flow, including areas where the existing pipe crosses the
proposed sewer, shall be the responsibility of the Contractor.
Supporting
and/or protecting existing poles and guy wires shall be the responsibility of
the Contractor, including any charges from the various utility companies for
work that may be performed by the utility.
The
Contractor shall be responsible for the proper bedding and installation
procedures for the pipe type selected.
The
price bid for this item shall be complete, including restoration.
A
deflection test will be required on all main line P.V.C, H.D.P.E. and
C.C.F.P. sewers as
specified in the City of Cincinnati Supplement to the State of Ohio, Department
of Transportation, Construction and Material Specifications. Maximum limit for vertical deflection shall
be 5% of the pipe inside diameter.
All mainline conduits shall be subjected to a leakage check either by an infiltration or exfiltration test with water or by an air test. Water infiltration or exfiltration tests will only be allowed for conduits larger than thirty-six (36) inches in diameter. The infiltration test allowance, for conduits larger than thirty-six (36) inches in diameter, shall be 0.079 gallons per inch of the internal pipe diameter per 100 feet of conduit per hour. The exfiltration test allowance shall be the same as for infiltration except that an additional allowance of ten (10) percent shall be permitted over the basic allowance for each two (2) feet of head over a basic two (2) foot minimum.
All
conduits thirty-six (36) inches and smaller shall be subjected to an air
test. This test shall be performed in
accordance with the latest ASTM or UNI-BELL PVC Pipe Association requirements
for each unique pipe material in effect at the time that bids are submitted.
The
Contractor shall perform the leakage test at the Contractor’s expense,
including the furnishing of all labor, materials, and appurtenances necessary
for the performance of the leakage test.
The cost of the leakage test shall be included in the price bid for the
appropriate 603 items.
Flow will be permitted through the newly constructed sewer, prior to testing requirements being met, on an as needed basis, as directed by the Engineer.
Controlled
Density Fill above the "initial backfill" shall be required for Type
"B" conduit and in the following locations:
A. Where the trench parallels a road, street or driveway
pavement and any part of the trench is within two feet of the edge of the
pavement, control density fill shall extend to the pavement subgrade for the
entire width of the trench.
B. Where the trench crosses a road or street pavement, control
density fill shall be used and shall extend two feet on each side of the
pavement at pavement subgrade.
Compacted bank run gravel
backfill above the “initial backfill” shall be required for all conduits and
trenches under sidewalks, driveway and parking lot pavements, when not within
two feet of a road or street pavement.
If within two feet of the road or street pavement, Controlled Density
Fill above the “initial backfill” shall be required for all conduits and
trenches under sidewalks, driveway and parking lot pavements.
Controlled Density Fill shall meet or exceed the requirements as defined in the latest edition of the “Rules and Regulations of the Office of the County Engineer Governing Driveway Regulations and Pavement and/or Right-of-Way Opening Provisions for the Unincorporated Area of Hamilton County”, including addendums and attachments thereto.
The
Contractor shall include the cost for the necessary backfill with the various
603 items. No additional payment shall
be made for the use of Controlled Density Fill when required by the
jurisdictional agency, or when required due to unsupported trenches, over
excavating, or the inability to properly compact the backfill in the trench.
JETTING
In lieu of compacting the bank run gravel backfill in 4” lifts, the bank run gravel backfill may be compacted by thoroughly jetting with water, provided satisfactory drainage and removal of the free water is provided.
The Bank Run
Gravel backfill shall be finally consolidated by thoroughly jetting with
water. Trenches over 14 feet in depth
shall be consolidated by jetting in two equal layers. For jetting, a hose not smaller than 1-1/2 inch diameter and a
nozzle not smaller than 1 inch diameter and not shorter than 2/3 the depth of
the trench carrying a water pressure of 40 pounds per square inch (psi) shall
be inserted in a uniform pattern to obtain maximum consolidation. After the final jetting of the trench, the
backfill shall be left to settle and to permit drainage of impounded
water.
Typical jetting
procedures shall include a water removal system at intervals not to exceed 500
lineal feet of trench. After jetting is
complete, the area around the jetting hole shall be filled and compacted by the
use of the bucket on the equipment used for excavating. Settled trench surfaces shall then be
brought to grade by filling with Bank Run Gravel backfill and compacted to a
density equal to that of the adjacent ground.
Water shall be removed by
installing an opening in the manhole and connecting and installing a vertical
six inch perforated pipe with filter paper adjacent to the manhole, or by connecting
and installing a five to six foot length of perforated pipe with filter paper
parallel to the proposed main line conduit.
If the vertical pipe method is used, the vertical pipe shall be filled
with #57 stone after all water is removed.
If the horizontal pipe method is used, the horizontal pipe shall be
plugged and sealed inside the manhole. For both methods, the manhole opening
shall be plugged and sealed after jetting and water removal operations are
completed.
The Contractor shall include the cost for the necessary backfill with the various 603 items. No additional payment shall be made for the use of Controlled Density Fill when required by the jurisdictional agency, or when required due to unsupported trenches, over excavating, or the inability to properly compact the granular backfill in the trench, as defined herein.
SPECIAL BACKFILLING REQUIREMENTS
Backfill material for Type
"C" and Type “G” Conduit shall consist of suitable soil or granular
material and shall be free from rubbish, muck, or other unsuitable materials.
Stones and shale exceeding one-half (1/2) cubic feet in volume shall not be used in the backfill, and stones and shale that are used shall be separated by at least six (6) inches of earth.
The backfill for Type “C”
and Type “G” Conduit shall be finally consolidated by thoroughly jetting with
water. Trenches over 14 feet in depth shall be consolidated by jetting in two
(2) equal layers. For jetting other
than granular material, a hose not smaller than 1 –1/2 inches in diameter and
nozzle not smaller than 1 inch in diameter and not shorter than 2/3 the depth
of the trench carrying water at a minimum pressure of 40 pounds per square inch
(psi) shall be inserted into the back fill in a uniform pattern in order to
obtain maximum consolidation. After the
final jetting of the trench, the backfill shall be left to settle and to permit
drainage of the impounded water.
Typical jetting procedure shall include a water removal system, either
natural or mechanical, at intervals not to exceed 500 linear feet of
trench. Settled trench surfaces then
shall be brought to grade by filling with approved fill material and compacting
to a density equal to that of adjacent ground.
The Contractor shall include the cost for the necessary
backfill with the various 603 items. No
additional payment shall be made for the use of Controlled Density Backfill
when required by the jurisdictional agency or due to unsupported trenches, over
excavating, or the inability to properly compact the backfill in the excavated
trench.
This item shall be
constructed as per Contract Drawings in accordance with the applicable sections
of Item 603 of the City of Cincinnati Supplement to the State of Ohio
Construction and Material Specifications and according to the details shown on
the Contract Drawings.
The bore shall be reasonably
close to the proposed grade (no pockets, will be permitted) and large enough to
accommodate not only the pipe, but also some means of introducing the backfill.
The annular space between the outside of the pipe and the bore shall be
completely filled with a lean (1 to 8) mixture of cement and sand or cement,
sand and pea gravel rammed or blown into place dry.
Some positive means to
insure that the space is completely filled shall be employed.
The length of conduit to be
paid shall be the actual number of linear feet measured from end of bored
casing to end of bored casing. The
maximum footage that will be paid under this item will be that shown on the
plans, unless otherwise directed by the Engineer.
The accepted quantity of
conduit, jacked and bored, for the size and type specified will be paid for at
the contract unit price bid per linear foot complete and in place and shall
include all pipe, labor, materials, and incidentals necessary to construct the
conduit as described in the Specifications.
Ductile iron pipe, Pressure Class as shown on the Contract Drawings, shall be installed within the limits of the Jack and Bore as shown on the plans. Ductile iron pipe and joints shall conform to AWWA Specification C-151 and C-111.
Jacking Pits
Jacking
pits will not be paid for as a separate pay item. All associated costs for Jacking pits shall be included in the
price bid for “Jack & Bore” of the size specified. The location and dimensions of the Jacking
pits, as determined by the Contractor, shall be approved by the Engineer prior
to any excavation operations.
Payment
Payment for this item shall be at the unit price bid
per linear foot for Item 603, “Jack & Bore” of the size specified which
shall include the cost of all pipe, labor, equipment, tools, supervision, and
materials necessary to construct this item.
Alternate Methods of Sewer Construction:
Directional Drilling is an approved alternate to Jack and Bore. Refer to Directional Drilling specifications for requirements.
A. Tunnel Section
The Contractor shall
construct the entire tunnel shown on the plans, and as specified below, as per
tunnel section shown on the Construction drawings. The minimum diameter of the steel liner plates shall be
forty-eight inches (48”), or thirty inches (30") larger than the inside
diameter of the proposed conduit, whichever is greater. All tunnel designs shall be submitted to the
Engineer for approval prior to beginning construction.
All tunnel work shall be in
accordance with Item 603.031 of the City of Cincinnati Supplement to the State
of Ohio Department of Transportation Construction
and Material Specifications latest edition, except as modified herein or on
the plans.
The Contractor shall perform
tunnel excavation from a shaft or pit only in one continuous direction to the
next shaft or pit. Tunneling in two
directions to meet between shafts or pits will not be permitted.
Excavation shall be confined
within the limits of the tunnel in a manner as to minimize any settlement in
the ground over or near the tunnel. The
Contractor shall use only tunneling methods that minimize settlement or enable
closer adherence to line and grade.
B. Approval Drawings
Shop drawings and schedules
of procedure shall be submitted to the Engineer for review or comments prior to
the start of construction. Fabrication
and installation shall be in accordance with the shop drawings.
1. Shop Drawings
Shop drawings shall show
detailed dimensions, materials, protective coatings, methods of installation of
shafts or pits, tunnel and supports, sewer pipe installation and affected
structures.
2. Responsibility
Review and comments by the
Engineer of any shop drawings will not relieve the Contractor from full
responsibility for the adequacy and safety of the design and construction of shafts
or pits, tunnel lining, supports, and sewer pipe installation.
3. Schedules
Schedules shall set forth
the sequence of the various operations together with the time the Contractor
proposes to begin and complete the phases of the work.
C. Regulations and Permits
Tunnels installed within the
right-of-way of private companies or public authorities shall conform to the
requirements and regulations of the respective companies and authorities as
required by these Specifications. The
Metropolitan Sewer District will acquire the necessary permits and installation
rights.
D. Existing Structures
The Contractor shall assume
full responsibility for the protection of all structures and their foundations,
which might be affected by this work.
Where required, adequate shoring or underpinning shall be performed in
advance of construction to prevent settlement or lateral movement of adjacent
structures. Any such work shall be
considered incidental to the construction of the tunnel and sewer pipe and no
additional payment shall be made.
E. Dewatering
The intention of these
specifications is that all construction work described herein shall be carried
out under dry conditions when possible.
The Contractor shall promptly and continuously dispose of all water from
any source that may accumulate in the tunnel or shafts and pits. This shall include all necessary pumping,
bailing, and draining required.
F. Liner Plates
These Specifications are
intended to cover fabrication and installation of liner plates in tunnels
constructed by conventional methods.
Tunnels excavated by full face, heading and bench, or multiple drift
procedures are considered conventional methods. Liner plates used with any construction method utilizing a full
or partial shield, a tunneling machine, or other equipment which will exert a
force upon the liner plates to propel, steer, or stabilize the equipment are
considered special cases and are not covered by these Specifications.
Design and shape of the
liner plates shall be such that erection and assembly of the liner plate
structure can be completely and readily erected from inside the tunnel.
The lining and bracing of
the tunnel shall be carried on concurrently with the excavation
operations. Excavation shall not be
advanced ahead of the previously installed liner plates any more than is
necessary for the installation of the succeeding liner plate. The vertical face of the excavation shall be
supported as necessary to prevent sloughing
Cold-formed steel liner
plates to the specifications listed below shall be furnished to the sizes and
dimensions required on the plans. Such
plates shall be installed at the locations designated on the plans, or as
designated by the Engineer or the responsible authority, and in conformity with
the lines and grades established by the responsible authority.
Plates shall be accurately
curved to suit the tunnel cross-section, and all dimensions of such size and
accuracy that plates of similar curvature will be interchangeable. All plates shall be connected by bolts on
both the longitudinal and circumferential joints.
All plates shall be formed
from one piece of metal. Plates shall
be punched for bolting on both the longitudinal and circumferential joints in
accordance with the manufacturer’s standard spacing, and shall be a multiple of
the plate length so that plates having the same curvature shall be
interchangeable and will permit staggering of the joints.
Grout holes with plugs shall
be provided for every ring at spacings approved by the Engineer to allow
filling of all voids with grouting material as the erection of the tunnel liner
plates proceeds. Grout holes shall be 1
- ½ inches or 2 inches in diameter.
Bolts and nuts used with
liner plates shall be a minimum of 5/8 inch diameter. They shall be quick-acting coarse thread and shall conform to
ASTM Specification A307, Grade A.
Liner plates shall be
assembled in accordance with the manufacturer’s instructions.
Voids occurring between the
liner plates and the surrounding ground shall be pressure grouted, as directed
by the Engineer in charge, to completely fill all voids. The grout shall be forced through the
grouting holes provided in the liner plates.
Liner plates may be either
two flange or four flange and must meet AASHTO “Design Specifications for
Tunnel Liner Plates”. Minimum safety
factors shall be for: joint strength (3); minimum stiffness for installation
(3); critical buckling (2).
G. Grouting
Cement grout, composed of
one (1) part Portland Cement and not more than two (2) parts sand by volume,
shall be injected between the entire liner and the excavated bore when voids
occur so as to completely fill all voids between the tunnel liner and the
excavated bore.
Sand used in the grout shall
be clean, hard, durable, uncoated, well-rounded grains, preferably of siliceous
materials. The use of so called “sands”
produced by artificial means, such as by the crushing of rock or gravel, will
not be permitted.
Acceptable sand shall be of
such fineness that 100 percent will pass a standard eight (8) mesh sieve and
not less than 45 percent will pass a standard forty (40) mesh sieve. The volume of sand to one (1) part cement
shall be reduced below two (2) parts whenever necessary to provide a mixture
efficiently suitable for steady and uniform injection. The volume of water shall also be adjusted
to provide a sufficiently fluid mixture for efficient injection and
penetration.
The grout injection
equipment and appurtenances thereto for mixing the grout shall be of a type
approved by the Engineer and shall be capable of effectively mixing and
stirring the grout and of being so operated and controlled that the grout will
be delivered uniformly and steadily at any desired pressure up to a maximum of
85 psi, through each plug.
Grout shall be placed under
pressure behind the liner plates to fill any voids existing between the liner
plates and the undisturbed material.
Grouting shall start at the lowest hole in each grout panel and proceed
upwards simultaneously on both sides of the tunnel. Pressure shall be such that it will not cause distortion of the
liner plates. A threaded plug shall be
installed in each grout hole as the grouting is completed at that hole. Grouting shall be kept as close to the
heading as possible, using grout stops behind the liner plates.
Placing of grout must
proceed continuously until completed as specified to avoid disturbance of
grout, which has taken an initial set.
Satisfactory filling of all
voids between the excavated bore and the liner will be determined by sounding
of the liner section. Holes shall be
made in the liner and grout plugs placed wherever grouting to fill suspected or
known voids between the excavated bore and the liner.
H. Tunnel Shafts and Pits
Tunnel
shafts and pits will not be paid for as a separate pay item. All associated costs for tunnel shafts and
pits shall be included in the price bid for Conduit in Tunnel. The location and dimensions of the shafts
and pits, as determined by the Contractor, shall be approved by the Engineer
prior to any excavation operations.
I. Payment
Payment for this item shall
be at the unit price bid per linear foot for Item 603, Conduit in Tunnel of the
size specified which shall include the cost of all labor, equipment, tools,
supervision, and materials to construct this item including furnishing
compressed air equipment, tunneling, lining, grouting, pipe, backfill,
restoration, maintenance of traffic, dewatering, or any other costs necessary
to complete this item.
Alternate Methods of Sewer Construction:
Jacking and Boring, Directional Drilling and Pipe
Jacking are approved as alternates to Tunneling. Refer to Jacking and Boring, Directional Drilling and Pipe
Jacking specifications for requirements.
603 DIRECTIONAL DRILLING
Directional drilling with high-density polyethylene (HDPE) pipe is approved as an alternate method of construction, for the bid items called out as “Jacking and Boring” and “Conduit in Tunnel”. All detailed provisions shall be followed when directional drilling, in addition to the following Directional Drilling Specifications.
A. Scope:
This specification covers the requirements for furnishing all labor, equipment and materials associated with the installation of a high-density polyethylene (HDPE) gravity sanitary sewer pipe by directional drilling method. The work specified herein shall include:
1. Excavation
of a pilot hole at prescribed line and grade.
2. Excavation
of drilling and receiving pits.
3. Pre-reaming
of the hole
4. Pullback
of the HDPE pipe through the hole.
5. Pressure
testing of the HDPE pipe.
6. Remote
TV inspection of the HDPE pipe.
7. Grouting
of any remaining voids between the pipe and bore.
8. All incidental work such as horizontal and vertical control
points, grids, permits, slurry treatment and disposal, shoring and casing of
the pits if required, and all else necessary for the complete installation of
the pipe in accordance with these specifications and contract drawings.
B. Carrier Pipe:
1. Tolerance requirements for the installed carrier pipe (HDPE)
are performance oriented. Tolerances
specified herein are the minimum requirements.
It is the sole responsibility of the Contractor to select the appropriate
types of equipment, work methods and procedures to meet the tolerance requirements
specified herein.
2. The carrier pipe is to convey sewer by gravity, and
therefore, it is essential that no changes in pipe slope occur and that a
downward slope be maintained throughout the entire length of pipe. The ends of the pipe shall be located
(horizontally and vertically) such that the HDPE pipe under this contract can
be tied to other segments of the sewer line without backpitch, bellies (poor
vertical alignment) or ponding water.
3. Pipes installed not meeting the tolerance requirement specified
herein will be rejected. It will be the
responsibility of the Contractor to replace it with a pipe meeting these
requirements.
C. Qualifications:
1. Directional drilling Contractor shall have actively engaged
in the installation of pipe using guided boring for a minimum of three years,
with at least three projects in similar ground with similar size and length.
2. Field supervisory personnel employed by the directional
drilling contractor shall have at least five years experience in the performance
of the work.
D. Submittals:
1. Submit documentation showing three years of directional
drilling experience with projects similar in scope and value to the project
specified in the contract documents.
Information must include, but not limited to, date and duration of work,
location, pipe information (i.e., length, diameter, depth of installation, pipe
material, etc.), project owner information, (i.e., name, address, telephone
number, contact person), and the contents handled by the pipeline (water, wastewater,
etc.).
2. Submit a list of field supervisory personnel and their
experience with guided boring operations.
At least one of the field supervisors listed must be at the site and be
responsible for all work at all times when guided boring operations are in
progress. Guided boring operations will
not proceed until the resume(s) of the Contractor’s field supervisory personnel
have been received and reviewed by the Project Engineer.
3. Submit an as-built survey of the pilot hole prior to
pre-reaming and an as-built survey of the carrier pipe upon work completion,
indicating conformance with the specified requirements.
4. Submit the following drawings and
documents:
a. Working
drawings and written procedure describing in detail the proposed method of installation. This shall include, but not be limited to,
size, capacity and setup requirements of equipment, location and siting of
drilling and receiving pits, dewatering if applicable, method of fusion and type
of equipment for joining pipe, type of cutting tool head, and the method of
monitoring and controlling line and grade.
Submit the required certifications.
If the Contractor determines that the modifications to the method and
equipment as stated in the submittal is necessary during construction, the
Contractor shall submit a plan describing such modifications, including the
reasons for the modification. Work
shall not start until the Engineer reviews submittals.
b. Bentonite drilling mud
products information (MSDS); special
Precautions
necessary, method of mixing and application, and method of removing and disposal of the spoils.
5. Furnish
manufacture’s certificate for guidance system.
E. Site Conditions:
1. Contractor must comply with all applicable jurisdictional codes
and OSHA requirements.
Part
II- 603 Items
A. Pipe and Fitting:
The pipe supplied under this specification shall be
higher performance, high molecular weight, high density polyethylene pipe. The pipe material shall be a Type III, Class
C, Category 5, P34 material as
described in ASTM D 1248. Minimum cell
classification values of the pipe material shall be (3 4 5 4 3 4 C) as
referenced in ASTM D 3350. The SDR shall be a minimum of 17. The fittings supplied under this
specification shall be molded from a polyethylene compound having a cell
classification equal to or exceeding the cell classification of the pipe
supplied under this specification.
B. Physical Properties of Pipe and Pipe
Compound:
1. Density-The density shall be 0.941-0.957 gms/cm when tested
in accordance with ASTM D 1505.
2. Melt Flow- Melt Flow shall be no greater than 0.11 gms/10
min. When tested in accordance with
ASTAM D 1238- Condition E.
3. Flex Modulus- Flex Modulus shall be 110,000 psi to less than
160,000 psi when tested in accordance with ASTM D 790.
4. Tensile Strength at Yield- Tensile strength at yield shall
be 3,200 PSI to less than 3,500 PSI when tested in accordance with ASTM D 638.
5. ESCR- Environmental Stress Crack Resistance shall be in
excess of 5,000 hours with zero failures when tested in accordance with ASTM D
1693- Condition C.
6. Hydrostatic Design Basic shall be 1,600 psi at 23-C when
tested in accordance with ASTM D 2837.
C. Certification:
Submit certified lab data or manufacturers written
certifications to verify the physical properties of the materials supplied
under this specification.
D. Rejection:
Polyethylene pipe and fittings may be rejected for
failure to meet any of the requirements of
this specification.
E. Pipe Dimension:
Pipe supplied under this specification shall have a
minimum inner diameter matching the inner diameter of the pipe shown on the
contract plan. The SDR (Standard
Dimension Ratio) of the pipe supplied shall be a minimum of 17. The outer
diameter shall be gas line sizing pipe.
Part
III-603 Items Execution
A. General:
1. It is the responsibility of the Contractor to implement
means and procedures compatible with anticipated ground conditions.
2. The Project Engineer must be notified immediately if any
condition is encountered that stops the forward progress of drilling
operations. The Contractor and Project
Engineer must review the situation and jointly determine the feasibility of
continuing drilling operations. When it
is determined that it is impossible to continue drilling operations, the Contractor will be allowed to abandon
the completed portion in place and start a new hole as directed by the Project
Engineer.
B. Pilot Hole:
1.
The
Contractor shall follow the pipeline alignment as shown on the Drawings. If adjustments are required, the Contractor
shall notify the Project Engineer for approval prior to making the adjustments.
2. In the event of difficulties at any time during boring
operations requiring the complete withdrawal from the tunnel, the Contractor
shall be allowed to withdraw and abandon the tunnel and begin a second attempt
at a location approved by the Project Engineer.
C. Installing Product Pipe:
1. After the pilot hole is completed, the Contractor shall
enlarge the hole by pre-reaming, and install a swivel to the reamer and
commence pullback operations.
2. Reaming diameter shall not exceed 1.5 times the diameter of
the product pipe being installed.
3. The product pipe being pulled into the tunnel shall be
protected and supported so that it moves freely and is not damaged by debris on
the ground during installation.
4. Pullback forces shall not exceed the allowable pulling
forces for the product pipe. The
thickness of the pipe shall be increased, at no additional costs, if pullback
forces are anticipated to exceed the allowable pulling force on the specified
pipe.
5. The Contractor shall allow sufficient lengths of product
pipe to extend past the termination point to allow connections to adjacent pipe
sections or manholes. Pulled pipe shall
be allowed 48 hours of stabilization prior to making tie-ins. The length of extra product pipe shall be at
the Contractor’s discretion.
D. Drilling fluid:
1. Drilling fluid shall be a mixture of water and Bentonite
clay. The fluid shall be inert.
2. Disposal of excess drilling fluid and spoils will be the
responsibility of the Contractor who shall comply with all relevant regulations
and permit agreements. Excess drilling
fluid and spoils shall be disposed at an approved location. The Contractor is responsible for
transporting all excess drilling fluid and spoils to the disposal site and
paying any disposal costs. Excess
drilling fluid and spoils shall be transported in a manner that prevents
accidental spillage onto roadways.
Excess drilling fluid and spoils shall not be discharged into sanitary
or storm systems, ditches or waterways.
3. Drilling fluid returns (caused by fracturing of formations)
at locations other than the entry and exit points shall be minimized. The Contractor shall immediately clean up
any drilling fluid that surfaces through fracturing.
4. The Contractor shall be responsible for making provisions
for a clean water supply for mixing of drilling fluid.
E. Construction Practices:
1. Handling of Pipe:
Pipe shall be stored on clean, level ground to prevent undue scratching
or gouging of the pipe. If the pipe
must be stacked for storage, such stacking should be in accordance with the
pipe manufacturer’s recommendations.
The pipe should be handled so that it is not damaged by being dragged
over sharp objects or cut by chokers of lifting equipment.
2. Repair of Damaged Sections: Segments of pipe having cuts or gouges on the exterior of the
pipe in excess of 10 % of the wall thickness of the pipe shall be cut out and
removed. The undamaged portions of the
pipe shall be rejoined using the butt fusion joining method.
3. Pipe Joining:
Sections of polyethylene pipe should be joined into continuous lengths
on the job site above ground. The
joining method shall be the performed in strict accordance with the pipe
manufacturer’s recommendations. The
butt fusion equipment used in the joining procedure shall be capable of meeting
all conditions alignment, and fusion pressure.
4. Handling of Fused Pipe: Fused segments of pipe shall be handled so as to avoid damage to
the pipe. When lifting fused sections
of pipe, chains or cable type chokers should be avoided. Nylon slings are preferred. Care should be exercised to avoid cutting or
gouging the pipe.
5. The
machine shall have the following minimum design features:
a. Guide rods:
shall be in a plane that passes through the center-line of the pipe thus
canceling the bending forces in the machine caused by the fusion forces.
b. The Clamps:
shall be mechanically or hydraulically operated and have the strength to
“round up” the pipe close to the fused joint, be adjustable for “high/low” of
the pipe and clamp each piece of pipe on continuing straight centerline. The jaws shall be designed for quick
installation and removal of inserts for smaller pipe sizes.
c. The Heater Plate:
(platen) shall be electrically heated, and thermostatically temperature
controlled. The surface shall be smooth
with a high quality Ryton coating. The
machine shall be capable of maintaining the surface temperature set at pipe
manufacturer’s recommended temperature range.
The heater plate shall be equipped with an indicating thermometer but
surface temperatures should be checked with a pyrometer occasionally. The heater surface shall be kept clean and
free from plastic accumulation.
d. The Hydraulically Operated Machines: shall have a pressure regulator to preset
the correct pressure for the desired fusion force, and there shall be an
auxiliary system to control “feed” rate for the pipe face-off. Each machine shall be permanently equipped
with a chart showing correct fusion pressure for each pipe size and wall
thickness (SDR).
F. Hydrostatic Pressure Testing :
1. At the Contractor’s option, hydrostatic pressure testing of the pipe may be done each time after fusing several segments of the HDPE pipe segments together on the surface. The testing is intended to verify proper fusion of the pipe segments prior to pulling the pipe through the hole, but will not verify proper fusion of these segments to those previously pulled through the hole. The test shall be conducted at a minimum 25 psi.
2. Once the pipe is pulled through the hole, it shall be tested
at a minimum pressure of 25 psi at the invert of the upstream manhole for 4
hours to verify that the pipe or pipe joints have no cracks as a result of the
pullback.
3. Air
testing is not acceptable for the HDPE sewer.
4. Pipe not holding the specified pressure for the test
duration shall be removed from the hole, repaired, and installed and tested
again.
5. The cost of the hydrostatic test shall be included in the
bid price for the appropriate sections of conduit.
603 PIPE JACKING
General
The RCP or CCFP Jacking Pipe is approved as a pipe alternate and shall be installed by the use of a hydraulic powered tunnel-boring machine (TBM) capable of making adjustments to line and grade when required during jacking operations. Excavation shall be confined within the limits as indicated on the plans and in a manner as to minimize any settlement in the ground over or near the TBM. The Contractor shall use only Pipe Jacking TBM methods that minimize settlement and enable close adherence to line and grade.
The
TBM crew shall include experienced personnel who are familiar with the TBM
equipment and operations. Pipe Jacking
operations shall include visual verification of line and grade during TBM and
pipe jacking operations. The line and
grade of the pipe shall be continuously monitored during construction
operations.
The
rotary cutter head of the TBM shall be capable of excavating through rock and
subsurface soil conditions as indicated in the soil boring logs and reports and
shall include methods for the removal and disposal of the cutter head spoil.
The
thrust load shall be imparted to the pipe through a suitable thrust ring/yoke
and shall be sufficiently rigid to ensure distribution of the jacking load
without creating point loading on the jacking pipe and damage to the pipe or
joint. A suitable lubricant, such as
bentonite, shall be pumped and applied to the outside surface of the jack pipe
to reduce frictional forces encountered during pipe jacking.
After
the jacking pipe is installed, a lightweight cement cellular grout shall be
pumped through grout holes in the pipe to fill the annular space between the outside
of the pipe and the TBM excavation. The
cellular grout shall have a minimum compressive strength of 150 psi.
Pipe
Jacking operations shall include adequate lighting, ventilation, and air
monitoring for worker safety and protection.
If
the joints of the jacking pipe are damaged during the pipe jacking operations,
and repair of the joints are not sufficient to pass the leakage test
requirements contained within these documents, an internal joint sealing
system, “Weko-Seal”, “NPC Internal Seal”, or equal, shall be required in
addition to the joint repair, at the Contractor’s cost.
Approval
Drawings
Shop
drawings and schedules of procedures shall be submitted to the Engineer for
review or comments prior to the start of construction. Pipe materials and Pipe Jacking installation
procedures shall be in accordance with the shop drawings and submittals.
Shop
Drawings and Submittals
Shop
drawings and submittals shall include detailed pipe dimensions, materials, pipe
material and joint type, manufacturer and type of TBM to be used and the
methods of tunneling construction, methods of installation of shafts or pits,
pipe jacking lubricant material specifications, and grout mix
specifications.
All
pipe manufacturer’s material and joint specifications for the proposed RCP and
CCFP jacking pipe and design calculations shall be submitted to the Engineer
for approval prior to beginning construction.
Joints shall be resilient and flexible watertight joints that meet or
exceed the requirements of ASTM C-443 and ASTM C-361.
Design
Calculations
Design
calculations for proposed RCP and CCFP jacking pipe shall be submitted to the
Engineer for approval prior to beginning construction. Pipe joints shall be able to withstand the
proposed jacking forces to be applied during pipe jacking operations.
The
pipe design calculations must be signed and sealed by a registered professional
engineer and shall verify that the proposed jacking pipe and joints can
withstand both the proposed jacking forces to be applied during pipe
installation and the applicable dead and live loads to be encountered after
installation of the pipe.
Responsibility
Review
and comments by the Engineer of any shop drawings or submittals will not
relieve the Contractor from full responsibility for the adequacy and safety of
the design and methods of sewer pipe installation and construction.
Schedules
Schedules
shall set forth the sequence of the various operations together with the time
the Contractor proposes to begin and complete the various phases of the work.
Regulations
and Permits
Pipe
Jacking within the right-of-way of private companies or public authorities
shall conform to the requirements and regulations of the respective companies
and authorities as required by these Specifications. The Metropolitan Sewer District will acquire the necessary
permits and installation rights.
Existing
Structures
The
Contractor shall assume full responsibility for the protection of all
structures and their foundations, which might be affected by this work. Where required, adequate shoring or
underpinning shall be performed in advance of construction to prevent
settlement or lateral movement of adjacent structures. Any such work shall be considered incidental
to the Pipe Jacking installation of sewer pipe and no additional payment shall
be made, when required by the work.
Dewatering
The
intention of these specifications is that all construction work described
herein shall be carried out under dry conditions when possible. The Contractor shall promptly and
continuously dispose of all water from any source that may accumulate in the
pipe, TBM, shafts, or pits. This shall
include all necessary pumping, bailing, and draining required.
Grouting
Voids
occurring between the jacking pipe and the surrounding ground shall be pressure
grouted, as directed by the Engineer, to completely fill all voids. The grout shall be pumped through the
grouting holes provided in the jacking pipe.
Grout
holes with plugs shall be provided in the pipe in sufficient number to ensure
filling of all voids with grouting material after pipe jacking operations are
completed. Grout holes shall be a
minimum of 1 - ½ inches in diameter.
Lightweight
cement cellular grout shall have a minimum compressive strength of 150 psi.
Pipe
Jacking Shafts and Pits
Pipe
Jacking shafts and pits will not be paid for as a separate pay item. The location and dimensions of the shafts
and pits, as determined by the Contractor, shall be approved by the Engineer
prior to any excavation operations.
Payment
Payment for this item shall be at the unit price bid per linear foot for Item 603, “Conduit in Tunnel or Jack & Bore” of the size specified which shall include the cost of all labor, equipment, tools, supervision, and materials to construct this item including furnishing and installing the TBM, ventilation, lighting, grouting, pipe, jacking lubrication, restoration, maintenance of traffic, dewatering, or any other costs necessary to complete this item.
If PVC pipe is installed, the pre-cast manhole base shall be used in accordance with Standard Drawing No. 49056.
This item shall be constructed in accordance with Standard Drawing Acc. Nos. 49003 and 49049, Type “B” except as otherwise noted on the plans and in the specifications.
If PVC pipe is installed, the pre-cast concrete drop
manhole base shall be used in accordance with Standard Drawing Acc. No.
49003-A.
All Modified Type “S” Drop and Double Drop Manholes shall have flat slab tops with Standard Manhole Castings (Acc. No. 49005).
This item shall be constructed in accordance with
Standard Drawing Acc. No. 49037, except as otherwise noted on the plans and in
the specifications.
If PVC pipe is installed, the pre-cast manhole base
shall be used in accordance with Standard Drawing Acc. No. 49056.
This item shall be
constructed in accordance with Standard Drawing Acc. No. 49003 and 49037 except
as otherwise noted on the plans and specifications.
This item shall be constructed in accordance with Standard Drawing Acc. No. 49004 and as directed by the Engineer.
The Contractor shall furnish
all castings for this project, including manhole frames and covers.
The Contractor shall
securely fasten the frame to the concrete portion of the manhole by means of
four (4) ¾ inch stainless steel cinch anchors with five-inch long bolts.
If PVC pipe is installed,
the precast manhole base shall be used in accordance with Standard Drawing Acc.
No. 49056.
All costs for dewatering, as
necessary, shall be included in the price bid for these items.
The cost for castings, cinch
anchors, bolts and anchor holes, and all work incidental to their placement
shall be included in the price bid for these items.
The Contractor shall include
the cost to connect the pipe or pipes to the proposed manholes, including the
cost of any pipe, materials, labor, excavation and restoration required, in the
price bid for these items.
All manholes on 24” and
larger conduit shall have flat slab tops.
Butyl mastic seals shall be
used at all manhole joints and at the concrete adjusting rings as shown on MSD
Standard Drawing Acc. Nos. 49003, 49037 and 49049.
Whenever it is necessary to
remove an existing manhole and/or pipe in order to construct a new manhole, the
cost for removing the existing manhole and/or pipe, including the cost for
disposing and transporting of materials or any additional excavation,
restoration, or labor required, shall be included in the price bid for these
items.
The Contractor shall test all manholes for leakage by means of vacuum testing. The vacuum testing shall not be performed until after the manholes are set to final grade and the manhole castings are bolted down. All lift holes shall be plugged. Any other openings, such as pressure relief valves, shall be temporarily plugged to allow the vacuum tests. All pipes entering the manhole shall be plugged and care shall be taken to securely brace the plugs from being drawn into the manhole. The vacuum equipment test head shall be placed in the opening of the casting only and the seal inflated in accordance with the manufacturer’s recommendations.
Vacuum testing shall be in accordance with ASTM C1244. A vacuum of ten inches of mercury (10” Hg) 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 inches of mercury (9” Hg). The manhole shall pass if the time meets or exceeds the allowable times as calculated from ASTM C1244, or as approved by the Engineer. All manhole repair and testing required because of the failure to meet the testing requirements shall be at the Contractor’s cost. The cost of the manhole vacuum leakage test shall be included in the price bid for the various 604 items.
SPECIAL (Ref. No.
50) ENVIRONMENTAL COMPLIANCE (MITIGATIVE MEASURES & EROSION CONTROL PLAN)
The cost for this item shall be complete, except for Silt Fencing, as stated in the “Mitigative Measures” and “Erosion Control Plan” Sections of these detailed provisions. The Erosion Control Plan shall be submitted within two (2) weeks after the Notice of Award of Contract. Changes to this plan shall be submitted within three (3) weeks prior to any deviations, for MSD's consideration.
Partial Payment for this item will be paid by MSD at 85% of the lump sum unit price bid for this item in proportion to the total length of mainline conduit installed. The remaining 15% shall be paid after the final restoration is completed.
SPECIAL (Ref. No.
51) ENVIRONMENTAL COMPLIANCE (SILT FENCING)
The Contractor shall install Silt Fencing in the manner and location as indicated on Sheet 9/9 (Contract 2D) and 15/22 (Contract 3) of the construction drawings. The cost for this work shall be complete, including removal after stabilization.
Partial Payment for this item will
be paid by MSD at the following schedule:
Seventy-five
percent (75%) of the unit price bid shall be paid for silt fencing installed,
as per the plans and specifications.
The remaining portion
of the unit price bid shall be paid when fencing is removed and final
restoration of the area is completed.
This item shall be used for verifying the integrity and water tightness of the final installed main line sewers following the leakage and deflection testing, when required, as directed by the Engineer. This work shall be performed as listed below:
GENERAL
The mainline sections of the newly installed conduit shall be visually inspected by means of closed-circuit television. The inspection will be done one section at a time and the flow in the section being inspected shall be suitably controlled. Sections not replaced in-line with active sewer flow shall be dewatered and suitably isolated by plugs to eliminate flow during video inspection.
The television camera used
for the inspection shall be one specifically designed and constructed for such
inspection and shall be a color, pan and tilt, rotating head camera. Lighting for the camera shall be suitable to
allow a clear picture of the entire periphery of the pipe. The camera shall be operative in 100%
humidity conditions. The camera,
television monitor, and other components of the video system shall be capable of
producing picture quality to the satisfaction of the Metropolitan Sewer District
(MSD) representative.
The camera shall be moved
through the line in either direction at a moderate rate, stopping when
necessary to permit proper documentation of the sewer’s conditions. In no case will the television camera be
pulled at a speed greater than 30 feet per minute. Manual winches, power winches, TV cable, and powered rewinds or
other devices that do not obstruct the camera view or interfere with proper
documentation of the sewer conditions shall be used to move the camera through
the sewer line.
When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communication shall be set up between the two manholes of the section being inspected to insure good communications between members of the crew.
The importance of accurate
distance measurements is emphasized.
Measurement for location of defects shall be above ground by means of a
meter device. Marking on the cable, or
the like, which would require interpolation for depth of manhole, will not be
allowed. Accuracy of the distance meter
shall be checked by use of a walking meter, roll-a-tape, or other suitable
device, and the accuracy shall be satisfactory to the MSD representative.
DOCUMENTATION
Video tapes that are submitted
to MSD must conform to the following guidelines:
A. Video Tape: The final
project video tapes must be continuous and metered from manhole to manhole.
B. Log Sheet: All tapes
must be accompanied by written log sheets using the same format shown on “MSD
TV Investigation” log sheets. See Appendix I & II.
C. Audio: All tapes must
include an audio track, stating conditions in the mainline such as sewer
service connections, infiltration/exfiltration, cracked pipe, open joints,
condition of manholes, bellies, ponding, or other conditions encountered during
the filming.
D. Drawing: A drawing
must be included on the log showing street location, names, houses and house
numbers, and other topography of interest.
The drawing must show approximate north arrow.
E. Location of Lines: The log sheet must show the location of sewer lines and diameter of lines and location of manholes in relation to other site features (roads, houses, etc.)
F.
Flow
Direction: Must indicate direction of flow in line (when in service) being
televised.
G. Depths: Must show depth of each manhole.
H.
Weather:
Note the weather conditions at the time of the work; this could affect the flow
conditions.
I.
Location
of Job: Must give accurate location of job, including area of county or city (e.g.,
City of Silverton).
J. Pipe: Must give pipe diameter, pipe type,
length of pipe, and section being televised.
K. Name of Person Doing
Video Work: Identify person actually doing the video work as well as the name
of the Contractor.
L. Manhole Terminations:
The post construction video must show the end of the completed line at each
manhole.
The project tape will be submitted prior to final payment for sewer pipe installed and will document the condition of all sections of main line sewer after corrections have been addressed.
Photographs: Instant developing, 35mm, or other
standard-size photographs of the television picture of problems shall be taken
by the Contractor upon request of the District representative.
Videotaping Recordings: The purpose of tape
recording shall be to supply a visual and audit record of problem areas of the
lines that may be re-played. Videotape
recording playback shall be at the same speed that it was recorded. Slow motion or stop-motion playback features
may be supplied at the option of the Contractor. The Contractor shall have all videotapes and necessary playback
equipment readily accessible for review by the District representative during
the project.
Payment for this item will be on a lump sum basis for
all main line sewers video taped complete, including any retaping, all repairs,
and final report preparation and submittal.
The Contractor shall include
the cost of the Performance Bond in the Proposal. The cost entered in the Proposal should not exceed one
percent (1%)of the official bid price.
This item shall be included
for payment on the first partial estimate.
In the event the cost
entered in the Proposal exceeds one percent (1%), the cost over one percent
(1%) will be paid with the final payment.
Before final payment is made to the Contractor, the Contractor may be required to submit to the Engineer a release, in writing, from all the property owners whose property has been used by the Contractor outside the limits of construction and/or right-of-way.
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c. The inside
diameter and wall thickness of pipe and fittings when measured in accordance
with ASTM D2122 shall be as follows:
(1) Minimum
thickness shall be SDR 17.
d. Joints
(1) Pipe
lengths shall be assembled in the field with butt-fused joints in accordance
with ASTM D2657 and the pipe manufacturer's written instructions. If conflict arises, pipe manufacturer's
instructions shall apply. Butt-fused
joints shall have internal bead projections of not more than ¼ inch. Joint strength shall be equal to or greater
than the pipe and shall indicate a ductile rather than brittle fracture when
tested.
(2) If
sectional pipe is used, it shall be joined in accordance with the
manufacturer's recommendations for a leakproof, stab joint method using EPDM
O-ring synthetic elastomer gaskets.
(3) Where
excavations for pipe installation are made between manholes, the pipe shall be
joined per Owner's specifications.
2. Sewer
House Connections
a. Reconnect
sewer house connections to the installed pipe by using heat fusion saddles with
wye connections.
(1) Heat
fusion saddles shall be made of polyethylene pipe compound that meets the
requirements of ASTM D1248, Class C and suitable for fusion welding to
polyethylene pipe. Fusion saddles shall
be Branch Saddle Wyes as manufactured
by Driscopipe, Miller, Dupont, or owner approved equal.
b. Connections
to the existing sewer house connection pipe shall be made using flexible
couplings. All flexible couplings shall
conform to ASTM C425 and shall be as manufactured by Fernco Joint Sealer Co.,
DFW Plastics, Inc., or owner approved equal.
3. Joint with
Fusion Equipment: The fusion machine
shall have hydraulic pressure control for fusing two pipe ends together and
shall be equipped with gauges to monitor fusion pressures. The machine shall be equipped with an
electric or gasoline engine powered facing unit to square and trim the pipe
ends smooth and provide full surface contact with the heating plate. The heating plate on the fusion machine
shall be electrically heated and thermostatically controlled with a temperature
gauge and be capable of maintaining 500°F with a tolerance of 10°F. Fusion
temperature shall be as recommended by the pipe manufacturer.
4. Grout: The grout design mix shall meet or exceed
500 psi compressive strength at 28 days.
Contractor may incorporate grout additives to improve its flow
properties, provided the minimum compressive strength requirements are met.
B. Execution:
1. Preparation
a. By-Passing
Sewage
(1) The
Contractor shall by-pass the sewage around the section or sections of sewer to
be rehabilitated. The by-pass shall be
made by plugging existing upstream manhole and pumping the sewage into a
downstream manhole or adjacent system or other method as may be approved by the
Project Engineer. The pump and by-pass
lines shall be of adequate capacity and size to handle the flow without sewage
backup occurring to facilities connected to the sewer system.
(2) The
Contractor shall be responsible for continuity of sanitary sewer service to
each facility connected to the section of sewer during the execution of the
work.
b. Existing
Manholes: Rehabilitate or remodel
disturbed existing manholes as per drawings and specifications.
c. Television
Inspection
(1) Prior to
rehabilitation of each sewer section, internal inspection with television and
video tape, as specified under Part II, Section 2, MSD video taping standards
of these trenchless technology specifications.
(2) Television
inspection shall be done one sewer section at a time. The section being inspected shall be isolated from the remainder
of the sewer with upstream sewage flow by-passed. The camera shall be moved through the sewer section in either
direction at a uniformly slow rate of means of power cable winches at each
manhole, stopping at each defect to allow adequate evaluation.
(3) Obstructions
may be encountered during the course of the internal inspection that prevent
the travel of the camera. If an
obstruction is not passable, the Contractor shall withdraw the equipment and
begin internal inspection from the opposite end of the sewer section. Should additional obstruction be encountered
after employment of the equipment from opposite end of sewer section and no
means are available for moving the television camera past the obstruction
without damage to the equipment, then the sections of sewer not inspected may
be excluded from the scope of work of this contract, as decided and directed by
the Project Engineer. Should the camera
get stuck in the sewer, the Contractor shall be responsible for all costs
involved in extracting it. Costs
related to difficulties encountered during internal television inspection are
incidental to the contract and claims, therefore, will not be considered.
(4) Defects,
including house connection leaks, shall be pointed out and quantified verbally
or projected on C.C.T.V. video tapes by the Contractor as well as on the
logs. The Contractor shall use the
standard owner's tape introduction, abbreviations, and log sheet forms when
recording the line segment information.
(5) Video
tapes shall be reviewed by the Project Engineer for focus, lighting, clarity of
view, and technical quality. Sharp
focus, proper lighting, and clear distortion-free viewing during the camera
operations shall be maintained. Failure
to maintain these conditions will result in rejection of the video tape by the
Project Engineer. Any video tape not
acceptable to the Project Engineer shall be re-televised at no additional
expense to the owner.
d. Excavation
(1) The
Contractor is solely responsible for locating and protecting all existing
utilities, as required by utility owners.
(2) Excavation,
dewatering, sheeting, shoring and bracing shall be in accordance with FED-OSHA
29 C.F.R., Part 1926 Sub-Part P. Sewer
house connections shall be exposed prior to pipe installation operation.
(3) Access
excavations shall be provided as required to facilitate the pipe bursting
insertion. Where practicable, they
shall be located where interference to vehicular traffic and inconvenience to
the public is minimized. Access
excavations shall coincide with sewer house connections, changes in the sewer
line and grade and to provide access to the sewer in both directions. Excavations that have pull or push equipment
installed shall have adequate support provided to prevent damage to adjacent
areas.
2. Pipe
Bursting and Pipe Installation
a. Site
Organization
(1) Existing
manholes shall be utilized wherever practical.
Remove manhole inverts and bottoms to permit access for installation
equipment.
(2) Support
equipment used to perform the work shall be located away from buildings so as
not to create a noise impact. Provide
silencers or other devices to reduce machine noise as required to meet local
requirements.
b. Pipe
Installation
(1) Thread
winch and associated lines through sewer section to be rehabilitated. Keep lines away from pedestrian and
vehicular traffic.
(2) For
butt-fused lines, attach winch wire to cutter that is connected to nose of
hydraulic bursting head and pull equipment to entrance of sewer section to be
relined. Increase tension of winch to
allow the expander to begin the expansion process and pull pipe into the launch
area. Attach push machine if needed and
commence pipe installation.
(3) For the
XPANDIT method using sectional pipe, existing manholes may be used for launch
and receiving access. Remove manhole invert
and bottom as required. Pull winch
chain through sewer section to be lined and attached to cutter and XPANDIT
head. Lower into launching manhole,
apply winch tension pulling the cutter and head into the sewer until the rear
of the machine is flush with the manhole wall.
Attach steel starter pipe and advance assembly until the rear of the
steel starter is flush with manhole wall.
Lower the hydraulic jack into the manhole and align. Insert pipe liner by simultaneous operation
of the jack and winching the cutter and head forward. Assemble pipe lengths with a rubber O-ring gasket.
3. Anchoring
Pipe and Sealing Manholes
a. After the
pipe has been installed in the entire length of the sewer section, anchor the
pipe at manholes. The pipe shall protrude
in the manholes for enough distance to allow sealing and trimming.
b. Seal the
pipe at manholes by providing a flexible gasket connector in the manhole wall
at the end of the pipe, centered in the existing manhole wall. Grout the flexible connector in the manhole
wall, filling all voids, the full thickness of the manhole wall.
c. Restore
manhole bottom and invert per City of Cincinnati Standard Drawings Acc. No.
49037 and Acc. No. 49004.
4. Sewer
House Connections
a. Sewer
house connections shall be connected to the pipe by heat fusion saddles. Once the saddle is secured in place, drill
hole full inside diameter of saddle outlet in pipe. Remove cut section from the sewer.
b. Connect
existing sewer house connection pipe to the saddle using a flexible
coupling. After connection of the
saddle, the sewer house connection pipe shall have a slope toward the newly
lined sewer equal to the existing on the lateral pipe, or a minimum of two
percent.
c. Before
backfilling, the Contractor shall be required to take elevations on both the
existing and new portions of the service connection pipe to determine final
grade and invert elevations. Elevation
changes greater than 0.10 feet from that stated in "b" above are
unacceptable for the new house lateral piping and shall be reconnected, as
directed by the Project Engineer.
5. Thermal
Fusion
a. Procedure
for Thermal Butt Fusing Poly Pipe in McElroy 412 Machine (P.E. 3408)
(1) Start
machine and place pipe 2" past inner saddles and hand tighten.
(2) Put
selector valve into the facing position setting. Set pressure at 80 psi.
Operate valve until there is a ½ inch gap between the stop on the saddle
and the stop on the facer. Tighten down
the back saddle snug and tighten front saddle down snug (do not over tighten
the front saddle). After tightening
down pipe, operate valve to move the other pipe and repeat the process.
(3) Turn
facer valve on and shave until the stops come into contact on both sides.
(4) Turn
facer off and remove.
(5) Put
selector valve to the fusion pressure and set at 230 psi.
(6) Clean
both ends of pipe with clean rag.
(7) Operate
valve to bring pipe ends together. Look
for high / low. Tighten down front
saddles accordingly.
(8) Move pipe
back apart and set heater in (heat irons set at 500°). Bring
pipe ends in against the iron and put valve into neutral position. After getting melt all the way around, start
timing (heating time is 60 seconds).
Bring pipe ends back apart and remove iron. After removing iron, bring pipe ends together to fuse pipe.
(9) Let pipe
cool at least 6 minutes before removing from machine. Pipe must be totally cool before being removed from the fusion
machine.
(10) Joint strength shall be equal to that of the
adjacent pipe as demonstrated by tensile test.
b. Procedure
for Thermal Sidewall Saddle Fusion
(1) Rough up
area on pipe and end of fitting to be fused with sandpaper and wipe off with
clean rag.
(2) Preheat
iron to 500° and place
on pipe. Hold on pipe until you get
melt pattern. Then place fitting on
iron and hold for 90 seconds. After 90
seconds, pop fitting off iron and then remove iron from pipe.
(3) Put
fitting on melt area and hold for 3 minutes.
Fitting can be drilled after it is cool to the touch (all pressures are
just hand pressures).
(4) Drill out
service connection.
(5) Deburr.
PART V -
CONSTRUCTION REQUIREMENTS
Section
1. Construction Requirements
1.1 Access to
Sewer: Access to sewer to be lined
shall be through existing manholes or through access pit excavations prepared
at locations approved by the Project Engineer.
1.2 Bypassing
Sewage Flow: Bypass sewage flow around
the section or sections of sewer to be lined.
The bypass shall be made by plugging the existing upstream manhole or
adjacent sewer system. Pump and bypass
lines shall be of adequate capacity and size to handle the flow without sewer
backup. Sewer service connections
within the section to be lined shall be maintained by the Contractor as
required or temporarily taken out of service to permit relining. The Contractor shall be responsible for the
continuity of sewage flows and sewer service to each facility connected to the
sewer section being relined during the execution of the work. If sewage backup occurs and enters
buildings, the Contractor shall be responsible for clean up, repair, and
property damage costs and claims.
1.3 Maintaining
Flow: It will be the responsibility of
the Contractor, throughout the tenure of this Contract, to provide and maintain
sufficient flow at all times to pass any flash of storm flow of drainage
ditches and prevent any backwater flooding due to obstruction caused by
construction equipment and/or materials.
The Contractor shall be responsible for prohibiting
storm or subsurface water from entering the sanitary sewer during lining
operations as may be caused by flash floods, high creek waters, heavy rains,
etc.
The cost of this work shall be included in the unit
price bid for the various Contract items.
1.4 Cleaning
Sewer to be Lined: Sections of sewer to
be lined shall be cleaned of solids, roots and other matter that will hinder
proper installation of pipe bursting system process. Solids and debris resulting from the cleaning operation shall be
collected and removed from and disposed of at a site approved by the Project
Engineer and approved by appropriate jurisdictional personnel. Under no circumstances shall sewage solids
be dumped onto the surface, street, or in ditches, inlets, or storm
drains. Any cleaning required following
a point repair, and all associated costs, will be incidental to the Contract
and shall be included in the price bid for the various contract items.
1.5 Television
Inspection: After the sewer section to
be lined is cleaned, inspect with a television color pan tilt, rotating head
camera specifically designed and constructed for sewer inspection. Each sewer to be televised shall be isolated
by plugs to eliminate or control flow during video inspection to allow for the
entire circumference of the pipe to be viewed.
Lighting for the camera shall provide a clear picture of the entire
periphery of the existing sewer.
Provide monitoring and video recording of the televised sewer
inspection, locating each sewer service connection entering the sewer. If the television inspections show any areas
where the sewer has deteriorated to the level that would prohibit the execution
of the pipe bursting system process, the Project Engineer may direct the
Contractor to excavate at those locations to open up area to permit the
execution of the pipe bursting system work.
The Contractor, having previously reviewed the televised inspection
report, shall be responsible for all costs incurred to prepare the site for
execution of the pipe bursting system process.
Any television inspection required following a point repair will be
incidental to the Contract and not considered a separate payment item. The Contractor shall provide the Project
Engineer with a copy of all video tape inspections, reports, and tape logs
prior to lining of the sewer main. This
tape, report and log will be provided to the Project Engineer no later than
2:00 p.m. two days preceding the lining, unless otherwise directed by the
Project Engineer.
1.6 Point
Repairs: If due to the nature of the
product the Contractor is installing, point repairs are needed to install the
product to meet this Specification, it shall be the Contractor's responsibility
to determine that such point repairs are required. If point repairs are required, the Contractor MUST identify
locations for repair and notify the Project Engineer. After written approval
from the Project Engineer, it is the Contractor's responsibility to perform any
excavation and repairs to prepare the sewer section for liner
installation. This includes repairing
significant segments of missing pipe, offset joints, protruding taps, and any
other sewer defect which would impede the insertion of the liner. These point repairs will not be measured for
payment and are considered incidental to the Contract.
Retrieval of Lodged Equipment: It shall be the Contractor's responsibility
to remove equipment that has been lodged in the sewer from cleaning, television
inspection, or rehabilitation operations.
If excavation is required, the Contractor is responsible for excavation
and subsequent repair to prepare the sewer for the liner. Point repairs to remove equipment will not
be measured for payment and are considered incidental to the Contract.
1.8 After
completion of the pipe bursting system process, the Contractor will
continuously post-televise the section from manhole to manhole with a color pan
tilt, rotating head camera.
PART VI -
QUALITY ASSURANCE
Section
1. Final Television Inspection
1.1 After the
new liner pipe is in place and sewer service connections re-opened, but before
the sewage by-pass is removed, the liner shall be inspected with a color pan
tilt, rotating head television camera continuously from manhole to manhole,
including sewer service connections. Each line section shall be suitably isolated by sewer plugs to
eliminate or control flow during the inspection. The pan tilt rotate camera shall pause at each connection to evaluate
the liner opening and water tightness of the opening. The Contractor shall provide the Project Engineer a copy of the
video tape inspection of each liner section.
This post-video tape shall be in conformance with Part II, section 2 of
this trenchless technology specification.
The Project Engineer must be able to see the condition of the entire
pipe including invert, crown, and all lateral connections. The Contractor must remove any standing
water, etc. if it obstructs the view of
portions of the pipe section.
1.2 The
finished pipe shall be continuous over the entire length of the sewer between
two manholes and be free from visual defects.
Defects which may affect the integrity or strength of the pipe in the
opinion of the Project Engineer shall be repaired or the pipe liner replaced at
the Contractor's expense.
Section
2. Manhole Inspections
2.1 Manholes
will be inspected after completion and within the guarantee period. Leakage and other defects that were a result
of the Contractor's work shall be eliminated and repaired by the Contractor, as
required by the Project Engineer, at the Contractor's expense.
Section
3. Acceptance
3.1 See Part
I, section 4 of this trenchless technology specification.
Section
4. Closing Exposed Liner Points
4.1 At all
points where the liner has been exposed as in access pits, sewer service
connections, and other locations, the Contractor shall cover the pipe with a
suitable backfill material without causing damage or deflection to liner pipe
and fittings. Backfill excavations to
complete temporary and permanent paving repairs in accordance with the
"Restoration" section of these Detailed Provisions and
Specifications.
Section
5. Measurement and Payment
5.1 Cleaning
and televised inspection of sewers to be lined will be measured for payment by
the linear foot of the various diameters of sewer actually cleaned and
inspected as measured along the existing sewer centerline from the inside faces
of the manhole walls. Separate
measurements for each inspection will not be made as this measurement will
include both the preparation and final inspections. Payment will be made based on the measured linear footage between
manholes from the inside faces of the manhole walls at the unit price bid under
Reference No. 7.
5.2 The unit
price for cleaning and televised inspection of sewers includes cleaning,
disposal of waste material, and all color television inspection. Color televised inspection will include VHS
format video recording tape and preparation of a final project tape as defined
in Part I, subsection 7.5B of the trenchless technology specification.
5.3 Liner
pipe installed will be measured for payment by the linear foot actually placed
in the various diameters of sewers measured along the centerline of the sewer
from the inside faces of the manhole walls.
Payment will be made for the quantity measured from the inside faces of
the manhole walls at the unit price bid under Reference No. 8.
5.4 Payment
for liner pipe includes required excavation and backfill for access, all labor,
materials and equipment for pipe installation, providing and processing liner,
excavations for each point repair as needed to line the stretch, grout,
placement of both temporary paving patches and final permanent paving,
landscaping and turf restorations, and all incidentals.
5.5 Reactivating
of active sewer service connections will be measured for payment by each sewer
service connection actually cut in the pipe liner. Payment will be made for the quantities measured at the unit
price bid under Reference No. 9.
5.6 Payment for reactivating sewer service connections
includes all required excavation and backfill, providing saddles, pipe, bends,
couplers, all labor and equipment, grout, placement of both temporary paving
patches and final permanent paving, landscaping and turf restorations, and all
incidentals to connect and reactivate sewer service connections to the new
liner pipe.
5.7 The following items of work will be documented
and recorded, but the cost thereof will be considered as incidental to the
Contract and shall be included with the price bid for the various contract
items:
A. Records and logs.
B. Removal and disposal of debris.
C. The Contractor's video tape and equipment,
film and photographic equipment for completing post-tapes, end seal photos,
etc.
D. Bypass pumping and/or plugging as required.
E. Providing temporary and final paving at any
excavations, including curb restoration.
F. Providing temporary and final restoration of
grass areas and landscaping restoration.
G. Emergency after hours response for sewer
service connection back-ups.
H. Remedial trimming of deficient sewer service
connection cut.
I. Re-TV and re-cleaning following a point
repair.
J. Removal of any obstructions which may
interfere with excavation of point repairs.
K. Point repairs to prepare the sewer segment for
lining.
L. Demobilization and mobilization as a result of
suspension of work.