Proposed Sanitary Sewer No. 2595

NORTH COLLEGE HILL SEWER REPLACEMENT, CONTRACT 2D & 3

DETAILED PROVISIONS

SOIL BORINGS

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.

CONSTRUCTION SEQUENCE AND CONSTRUCTION SCHEDULE

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

PRECONSTRUCTION MEETING

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.

CONSTRUCTION FACILITIES

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.

MAINTENANCE OF TRAFFIC

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.

EXISTING UTILITIES

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.

CONSTRUCTION PROCEDURE

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.

REQUEST FOR SUPPLEMENTARY INFORMATION

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.

USE OF PREMISES

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.

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 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.

FENCING, SIGNS, MAILBOXES, AND GUARDRAILS

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.

RESTORATION

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).

RIGHT-OF-WAY

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.

REQUIREMENTS OF SPECIAL RIGHT-OF-WAY AGREEMENTS

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.

MITIGATIVE MEASURES

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.

EROSION CONTROL PLAN

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.

201 (Ref. No. 1) CLEARING AND GRUBBING

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.

202 (Ref. No. 2) FILL, SEAL AND ABANDON EXISTING SEWERS

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.

202 (Ref. No. 3) SEAL AND ABANDON EXISTING SEWERS

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.

202 (Ref. No. 4) MANHOLES ABANDONED

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.

202 (Ref. No. 5) MANHOLES REMOVED

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.

204 (Ref. No. 6) SPECIAL EXCAVATION

This is a contingency item.

This item will be used only when directed by the Engineer.

205 (Ref. No. 7) SPECIAL FILL MATERIAL (BANK RUN GRAVEL)

This is a contingency item.

Only special fill material not included in other pay items shall be measured for payment.

205 (Ref. No. 8) SPECIAL FILL MATERIAL (No. 3 GRAVEL BEDDING)

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.

602 (Ref. No. 9) CONCRETE MASONRY, CLASS "C"

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.

602 (Ref. No. 10) CONCRETE MASONRY, CLASS “C” (ENCASEMENT, CRADLES, KEY BLOCKS AND COLLARS)

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.

603 (Ref. Nos. 11 through 42) CONDUITS, STUBS, T-BRANCHES, BENDS, AND CLEANOUTS

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.

603.028 (Ref. No. 11-13, 15,16, 18-24, 27, 30-32) DEFLECTION TEST

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.

603.061 (Ref. No. 11 through 32) LEAKAGE TEST

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.

603.08 (Ref. Nos. 11 through 42) BACKFILLING

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.

603 (Ref. Nos. 14, 25, and 28) 36”, 20” and 12” CONDUIT, DUCTILE IRON PIPE WITH PUSH-ON JOINTS- JACKING AND BORING

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.

603 (Ref. No. 11, 13, 18, & 20) 42”, 36”, 27”, & 24” CONDUIT IN TUNNEL

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.

Part I – General

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.

604 (Ref No. 44) MODIFIED TYPE “S” MANHOLES

This item shall be constructed in accordance with Standard Drawing Acc. No. 49049, Type “B”, 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 No. 49056.

604 (Ref No. 45, 46) MODIFIED TYPE “S” DROP AND DOUBLE DROP MANHOLES

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).

604 ( Ref. No. 47) STANDARD TYPE “S” MANHOLES

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.

604 (Ref. No. 48, 49) STANDARD TYPE “S” DROP AND DOUBLE DROP MANHOLES

This item shall be constructed in accordance with Standard Drawing Acc. No. 49003 and 49037 except as otherwise noted on the plans and specifications.

604 (Ref. No. 43) REMODEL BOTTOM OF EXISTING MANHOLE

This item shall be constructed in accordance with Standard Drawing Acc. No. 49004 and as directed by the Engineer.

604 (Ref. Nos. 44 through 49) MANHOLES AND CASTINGS

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.

604 (Ref. No. 44 through 49) MANHOLE VACUUM TEST

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.

SPECIAL (Ref. No. 52) VIDEO TAPING OF INSTALLED SEWERS

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.

SPECIAL (Ref. No. 53) PERFORMANCE BOND

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.

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.

APPENDIX I

APPENDIX II

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.