O T T A W A C O U N T Y S E W E R D I S T R I C T

MLm

BEKTON

CLAY

W A S T E W A T E R CONSTRUCTION SPECIFICATIONS

MANUAL

FOR WASTEWATER TIQEATMENT SYSTEMS

UNDER THE JURISDICTION OF THE SANITARY ENGINEERING DEPARTMENT

OTTAWA COUNTY SANITARY ENGINEERING DEPARTMENT

315 MADISON STREET, PORT CLINTON, OHIO 43452 (419) 734-6725 FAX (419) 734-6858

HISTORY OF THE CONSTRUCTION SPECIFICATIONS MANUAL The following shall be a historical record for tracking the amendments to the Construction Specifications Manual: June 20, 1996 Formal adoption of the Ottawa County Wastewater Rules and Regulations and the Construction Specifications Manual. April 14, 1997 Revised Section 8.0.0 (Pump Stations) -- All pump stations and control

panels shall now be specified as manufactured by HYDROMATIC. September 14, 2000 Revised low pressure service connection/building sewer

specifications to S.D.R. 9 Polyethylene Tubing. April 29, 2004 Modify Sections 4.1.2, 4.1.9, 6.1.0, 7.0.3 with various modifications. March 18, 2013 Revised Sections 8.0.3 & 8.0.4 – Centrifugal grinder and submersible pump controls / Float Switches

TABLE OF CONTENTS CONSTRUCTION SPECIFICATIONS 1.0.0 DEFINITIONS 2.0.0 GENERAL CONDITIONS 3.0.0 GENERAL REQUIREMENTS 3.0.1 Control of Work 3.0.2 Supervision of the Work by Contractor 3.0.3 Program and Safety of Construction 3.0.4 Drawings 3.0.5 Shop Drawings 3.0.6 Dimensions and Elevations 3.0.7 Monuments and Landmarks 3.0.8 Lines, Grades, and Construction Stakes 3.0.9 Contractor's Office 3.1.0 Engineer’s Office 3.1.1 Light and Protection 3.1.2 Normal Working Time 3.1.3 Climatic Conditions 3.1.4 Sanitary Measures 3.1.5 Water Supply 3.1.6 Sewage, Surface, and Flood Flows 3.1.7 Working Facilities 3.1.8 Maintenance During Construction 3.1.9 Failure to Maintain During Construction 3.2.0 Use of Roads and Streets 3.2.1 Accident Prevention 3.2.2 Adjustments and Claims 3.2.3 Pollution Control 3.2.4 Removal of Structures and Obstructions 3.2.5 Construction Through Highways 3.2.6 Rock Excavation 4.0.0 EXECUTION OF GRAVITY SANITARY AND STORM SEWERS 4.0.1 Scope 4.0.2 Laboratory Services 4.0.3 Submittals 4.0.4 P.V.C. Plastic Pipe and Fittings 4.0.5 Nonreinforced Concrete Pipe 4.0.6 Reinforced Concrete Pipe 4.0.7 Nonshrinking Mortar Material 4.0.8 Flexible Pipe Repair Couplings 4.0.9 Granular Pipe Bedding Material 4.1.0 Preparation of Trenches 4.1.1 Trench Protection

4.1.2 Locating and Protection of Existing Utilities 4.1.3 Pipe Embedment 4.1.4 Connections to Existing Utilities 4.1.5 Groundwater Protection 4.1.6 Backfilling 4.1.7 Sanitary Service Connections 4.1.8 Seeding 4.1.9 Gravity Building Sewers 5.0.0 EXECUTION OF PRESSURE SEWERS 5.0.1 Scope 5.0.2 P.V.C. Plastic Pipe and Fittings 5.0.3 Cast Iron, Ductile Iron, and Concrete Pipe 5.0.4 Coatings and Linings of Pressure Pipe 5.0.5 Pipe Laying 5.0.6 Anchors and Supports 5.0.7 Pipe Embedment 5.0.8 Backfilling 5.0.9 Steel Encasement Pipe 5.1.0 Service Connections 5.1.1 Flushing and Cleaning 5.1.2 Groundwater Protection 5.1.3 Seeding 5.1.4 Pressure Building Sewers and Residential Grinder Pumps 6.0.0 MANHOLES AND APPURTENANCES 6.0.1 Scope 6.0.2 Definitions 6.0.3 Precast Concrete Pipe Manhole Sections 6.0.4 Manhole Steps 6.0.5 Mortar 6.0.6 Cast-in-Place Concrete 6.0.7 Reinforcing Steel 6.0.8 Flexible Joints 6.0.9 Pipe for Manhole Drops 6.1.0 Frames and Covers 6.1.1 Installation of Integril Base Sections 6.1.2 Installation of Bottom Riser Sections 6.1.3 Channeling Manhole Bottoms 6.1.4 Precast Concrete Riser Sections 6.1.5 Drop Connections 6.1.6 Soil Absorption Scrubbers 6.1.7 Chimney Seals 6.1.8 Cleanouts 6.1.9 Flushouts 6.2.0 Air Release Valves 6.2.1 Ball Valves 6.2.2 Plug Valves 6.2.3 Valve Boxes

7.0.0 TESTING 7.0.1 Field Testing 7.0.2 Field Inspection 7.0.3 Tests for Infiltration and Exfiltration 7.0.4 Low Pressure Air Acceptance Tests 7.0.5 Testing for Deflection 7.0.6 Pressure Sewer Leakage Tests 7.0.7 Vacuum Testing of Manholes 7.0.8 Exfiltration Testing of Manholes 8.0.0 PUMPING STATIONS 8.0.1 Submersible Pumps 8.0.2 Centrifugal Grinder Pumps 8.0.3 Centrifugal Grinder and Submersible Pump Controls 8.0.4 Float Switches 8.0.5 Vertical Wastewater Pumps 8.0.6 Pump Controls for Wet/Dry Well Type Pump Stations 8.0.7 Excavation, Mud Mats, Bottom Slabs and Bases 8.0.8 Submersible Type Pumping Station Construction 8.0.9 Wet/Dry Well Type Pumping Station Construction 8.1.0 Site Work 8.1.1 Piping 8.1.2 Factory Tests for Wet/Dry Well Type Pumping Stations 8.1.3 Semi-Positive Displacement Type Grinder Pump Units 8.1.7 Safety 8.1.8 Limited Warranty 8.1.9 Service Connections 8.2.0 Electrical Service Tap APPENDIX "A" STANDARD INFORMATION Sanitary Sewer Terms and Definitions Service Connection Location Information Standard Service Connection (Tap) Sheet APPENDIX "B" DRAWINGS Typical Gravity Building Sewer/Service Connection Profile Typical Gravity Building Sewer w/Grinder Pump & Pressure Service Connection Profile 2012 and 2014 Grinder Pump Location Plan View Grinder Pump and Appurtenances Specifications Building Sewer Common Trench Requirements / Building Sewer Depth Requirements Swimming Pool Vault Diagram Residential Grinder Pump Electrical Control Panel Set-up

CONSTRUCTION SPECIFICATIONS

1.0.0 DEFINITIONS 1.0.1 BIOCHEMICAL OXYGEN DEMAND (BOD) shall mean the quantity of oxygen

utilized in the biochemical oxidation of organic matter under standard laboratory procedure, as prescribed in "Standard Methods", in five days at 20 degrees Celsius, expressed in milligrams per liter.

1.0.2 BUILDING DRAIN (SANITARY) shall mean that part of the lowest horizontal

piping of a drainage system which receives the discharge from soil, waste, and other drainage pipes inside the walls of the building and conveys it to the building sewer, beginning 5 feet beyond the foundation wall of the building structure.

1.0.3 BUILDING SEWER (SANITARY) shall mean that part of the drainage system

which extends from the end of the building drain and conveys its discharge to the public sewer or other place of disposal. For a user having more than one building, a building sewer may, upon approval of the Sanitary Engineer, convey discharges from more than one building drain to the public sewer.

1.0.4 CAPITAL CHARGES shall mean those amounts paid by each premise

connected to the treatment works to pay the debt service requirements and capital expenditures to enlarge or improve the wastewater facilities.

1.0.5 COMPATIBLE POLLUTANTS - Pollutants that the treatment plant was

designed to treat which are BOD, SS, and Fecal Coliform bacteria, plus additional pollutants identified in the NPDES Permit if the publicly owned treatment works were designed to treat such pollutants and in fact does remove such pollutants to a substantial degree.

1.0.6 CONTRACT shall mean the written agreement between the Board of County

Commissioners, Ottawa County, Ohio, and the Contractor covering the performance of the work on the project and furnishing of labor and/or materials in the construction of the work on the project.

1.0.7 CONTRACT BOND shall mean the approved form of security furnished by the

Contractor and his Surety or Sureties as a guarantee that he will perform and complete the work on the project in accordance with the terms of the Contract and all supplementary agreements pertaining thereto

1.0.8 CONTRACTOR shall mean any person undertaking a contract under the

Rules and Regulations, acting directly or through a duly qualified and authorized representative.

1.0.9 COUNTY shall mean Ottawa County, Ohio. 1.1.0 COUNTY COMMISSIONERS shall mean the Board of County

Commissioners of Ottawa County, Ohio.

1.1.1 COUNTY ENGINEER shall mean the County Engineer of Ottawa County,

Ohio. 1.1.2 DRAWINGS shall mean plan and profile sheets drawn by a registered

professional engineer showing details of the proposed improvements. 1.1.3 EASEMENT shall mean an acquired legal right for the specific use of land

owned by others. 1.1.4 FLOATABLE OIL is oil, fat, or grease in a physical state such that it will

separate by gravity from wastewater by treatment in an approved pre-treatment facility.

1.1.5 GARBAGE shall mean the animal and vegetable waste resulting from the

handling, preparation, cooking, and serving of foods. 1.1.6 INDUSTRIAL USER shall mean, for the purpose of industrial cost recovery:

I. Any nongovernmental, nonresidential or noncommercial user of the treatment works which discharges to the sanitary sewer. In determining the amount of a user's discharge for the purposes of high strength surcharges, the County may exclude domestic wastes or discharges from sanitary conveniences.

II. Any user of the treatment works that discharges wastewater to the treatment works which contains toxic pollutants or poisonous solids, liquid, or gases in sufficient quantity either singly or by interaction with other wastes, to contaminate the sludge of any County systems, or to injure or to interfere with any sewage treatment process, or which constitutes a hazard to humans or animals, creates a public nuisance, or creates any hazard in or has an adverse effect on the waters receiving any discharge from the treatment.

1.1.7 INDUSTRIAL WASTES shall mean the wastewater from industrial processes,

trade, or business as distinct from domestic or sanitary wastes. 1.1.8 INFILTRATION shall mean water other than wastewater that enters a sewer

system (including building drains and building sewers) from the ground through such means as defective pipes, pipe joints, connections, or manholes, infiltration does not include, and is distinguished from, inflow.

1.0.9 INFILTRATION/INFLOW shall mean the total quantity of water from both

infiltration and inflow without distinguishing the source. 1.2.0 INFLOW shall mean water other than wastewater that enters the sewer

system (including building drains and building sewers) from sources such as roof leaders, cellar drains, yard drains, area drains, foundation drains, drains from springs and swampy areas, manhole covers, cross connections between storm sewers and sanitary sewers, catch basins, cooling towers, storm

waters, surface run-off, street wash waters, or drainage, inflow does not include, and is distinguished from, infiltration.

1.2.1 INSPECTOR shall mean a duly appointed representative of the County who is

responsible for the enforcement of the specifications and quality of the construction.

1.2.2 MAY is permissive (see SHALL) 1.2.3 NATURAL OUTLET shall mean any outlet, including storm sewers, into a

watercourse, pond, ditch, lake, or other body, surface, or ground water which does not require an NPDES Discharge Permit.

1.2.4 NONINDUSTRIAL USER shall mean all users of the wastewater facilities not

classified as an industrial user. 1.2.5 NORMAL DOMESTIC WASTES shall mean wastes which are characterized

by a per capita discharge of 75 gal/day at a loading of 240 mg/l BOD and 200 mg/l SS (normal domestic sewage).

1.2.6 NOTICE TO PROCEED shall mean the official document sent to a contractor

informing him to proceed on the project. This document shall also show the time period in which the project is to be completed.

1.2.7 NPDES PERMIT shall mean National Pollutant Discharge Elimination System

as issued by the State of Ohio Environmental Protection Agency under authorization issued by the U.S. EPA, Region V.

1.2.8 O.D.O.T. shall mean the Ohio Department of Transportation. 1.2.9 OPERATION, MAINTENANCE, AND REPLACEMENT COSTS shall mean

labor, materials, supplies, equipment accessories, and appurtenances costs required to operate the facilities, keep the facilities in operating condition and maintain the capacity and performance during the service life of the treatment works for which such works were designed and constructed.

1.3.0 "OR EQUAL" shall mean that it is permissible to use a product brand or

method that is not mentioned in the specifications, but by industry standard, it is of the same quality or better than that specified.

1.3.1 OWNER shall mean any person, individual, firm, company, association,

society, corporation, group, or political subdivision who is the legal owner of the real estate involved.

1.3.2 PERSON shall mean any individual, firm, company, association, society,

corporation, or group. 1.3.3 PH shall mean the logarithm of the reciprocal of hydrogen ion concentration.

The concentration of hydrogen ions is expressed in moles per liter of solution.

1.3.4 PRETREATMENT shall mean the reduction of the amount of pollutants. The elimination, or the alteration of the nature of pollutant properties in wastewater to less harmful state prior to or in lieu of discharging such pollutants into the publicly owned treatment works. The reduction or alteration can be obtained by physical, chemical, or biological processes, by process changes, or by other means, except dilution.

1.3.5 PROPERLY SHREDDED GARBAGE shall mean the wastes from the

preparation, cooking, and dispensing of food that have been shredded to such a degree that all particles will be carried freely under the flow conditions normally prevailing in public sewers, with no particle greater

than 1/2 inch in any dimension. 1.3.6 PROPOSAL shall mean the offer of the Bidder to perform the work on the

project when made out and submitted on the prescribed Proposal Form, properly signed and guaranteed.

1.3.7 PROSECUTOR shall mean the Ottawa County Prosecutor, Ottawa County,

Ohio. 1.3.8 PUBLIC SEWER shall mean a common sewer subject to the jurisdiction of

the County Commissioners. 1.3.9 SANITARY ENGINEER shall mean the appointed representative of the

County Commissioners in the Ottawa County Sanitary Engineering Department who is a registered professional civil engineer.

1.4.0 SANITARY SEWER shall mean a sewer that carries liquid and water-carried

wastes from residences, commercial buildings, industrial plants, and institutions together with minor quantities of ground, storm, and surface waters that are not admitted intentionally.

1.4.1 SANITARY WASTES shall mean the combination of liquid and water-carried

wastes discharged from toilets and other sanitary plumbing fixtures. 1.4.2 SEGREGATED DOMESTIC WASTES are discharges from nonresidential

sources generated from normal human biological activities, separate and distinct from industrial trade or process discharges.

1.4.3 SEWAGE is the spent water of a community, the preferred term is

WASTEWATER. 1.4.4 SEWER shall mean a pipe or conduit that carries wastewater or drainage

water, unless otherwise stated, this term shall mean a publicly owned sewer. 1.4.5 SHALL is mandatory. 1.4.6 SLUG shall mean any discharge of water or wastewater which in

concentration of any constitute or in rate of flow, exceeds for any period of duration longer than 15 minutes, more than five times the average 24-hour

concentration or flow during normal operation, and shall adversely affect the collection system and/or performance of the wastewater treatment works.

1.4.7 SPECIFICATIONS shall mean a list of the required products, methods,

quality, and standards to be met in construction of the project specified. Any variations of the written specifications shall be approved in writing by the Sanitary Engineer prior to the initiation of the change.

1.4.8 STANDARD METHODS shall mean the most recent edition of the Standard

Methods for the Examination of Water and Wastewater published by the American Public Health Association.

1.4.9 STORM DRAIN (sometimes termed "Storm Sewer") shall mean a drain or

sewer for conveying surface waters, ground water, or unpolluted water from any source.

1.5.0 SUBCONTRACTOR shall mean a person, firm, or corporation, other than a

Contractor, supplying labor and materials, or labor, for work at the site of the project.

1.5.1 SUSPENDED SOLIDS (SS) shall mean the total suspended matter that either

floats on the surface of, or is in suspension in, water, wastewater, or other liquids, and that is removable by laboratory filtering as prescribed in the "Standard Methods" and referred to as filterable residue.

1.5.2 SUPPLIER shall mean the person, firm, or company providing the specified

supplies and materials. The supplier shall provide information on all warranties and operations and maintenance manuals to the County.

1.5.3 SURETY shall mean any person, firm, or corporation that has executed, as

surety, the Contractor's contract bond securing the performance of the within contract.

1.5.4 TREATMENT WORKS shall mean any and all devices and systems used in

the storage, treatment, recycling, and reclamation of domestic or industrial wastes of a liquid nature, or necessary to recycle or reuse water at the most economical cost over the useful life of the works, including interceptor sewers, outfall sewers, sewage collection systems, pumping, power, and other equipment and their appurtenances; extensions, improvements, remodeling, additions, and alterations thereof; elements essential to provide a reliable recycled supply such as stand-by treatment units and clear well facilities; and any works, including site acquisition of the land that will be an integral part of the treatment; or any other method or system for preventing, abating, reducing, storing, treating, separating, or disposing of wastewater, including storm water runoff, or industrial waste, including waste in combined storm water and sanitary sewer systems.

1.5.5 UNIT PRICE shall mean the price per unit of measure for an item as bid on

the prescribed Proposal Form.

1.5.6 UNPOLLUTED WATER is water of quality equal to or better than the effluent criteria in effect or water that would not cause violation of receiving waterquality standards and would not be benefited by discharge to the treatment works provided. It shall contain not more than 300 mg/l of dissolved solids, and not more than 90 mg/l of suspended solids and 45 mg/l of biochemical oxygen demand.

1.5.7 USER shall mean those premises connected or required to be connected to

the public sanitary sewer system. 1.5.8 USER CHARGE shall mean that amount paid by each premise connected to

the treatment works proportionate to the service provided. This charge shall cover all operations, maintenance and replacement costs for the treatment works.

1.5.9 WASTEWATER shall mean the spent water of a community or segment of a

community, from the standpoint of source, it may be a combination of the liquid and water-carried wastes from residences, commercial buildings, industrial plants, and institutions.

1.6.0 WRITTEN NOTICE shall mean an officially signed document approving a

change in the specifications, mandating a stop-work order, or providing some other pertinent information.

2.0.0 GENERAL CONDITIONS 2.0.1 AUTHORITY - The Ohio Revised Code, Section 6117.01 enables the County

Commissioners to adopt specifications and Rules and Regulations governing policies essential to the operations of the Sanitary Engineering Department

2.0.2 OPERATION AND CONTROL - The public water supply systems and

wastewater treatment works of Ottawa County, Ohio, including all appurtenances, are under the operation of the County and its authorized agents and employees. Such control shall include all phases and fixtures of the water supply systems and sewage works to the ultimate point of metered consumption or from the point of usage.

2.0.3 EFFECTIVE DATE - The Rules and Regulations governing the specifications

manual shall be effective on the date of adoption of a Resolution by the County Commissioners and may be amended from time to time.

2.0.4 VALIDITY - Should any Section or individual provision of the "Rules and

Regulations" be decided by the courts to be unconstitutional or invalid, such a decision shall not affect the validity of the "Rules and Regulations" as a whole or any part thereof, other than that particular portion so held to be unconstitutional or invalid.

2.0.5 ENFORCEMENT - These "Rules and Regulations" shall be enforced by the

Sanitary Engineering Department as directed by the County Commissioners, in accordance with The Ohio Revised Code, Section 6117.01.

2.0.6 VIOLATION - Any infraction of the "Rules and Regulations" is a violation. Any

person, firm, group, or corporation, either owner or agent, who tampers with or attempts to use facilities provided by the County without first obtaining the necessary permits and approvals is in violation of the "Rules and Regulations". Any person, firm, group, or corporation, either owner or agent, that obtains a permit or approval based on false information made in order to deceive the County shall be held in violation of the "Rules and Regulations".

2.0.7 PENALTIES - Any person, firm, group, or corporation, either owner or agent,

committing a violation of the "Rules and Regulations" shall be fined by the County in accordance with The Ohio Revised Code, Sections 4933.99 and 6117.99. To insure that remedial action will be taken to rectify the violation, this fine shall be in effect until the violation is corrected. The violator of the "Rules and Regulations" shall be liable and responsible for any and all damages incurred as a result of the violation. Any violation of any Section of the "Rules and Regulations" for which no penalty is specifically provided shall be punished by a fine of not more than one hundred dollars ($100.00) with each day or act of violation considered a separate offense.

2.0.8 JURISDICTION - These "Rules and Regulations" are applicable to all persons

within the County sewer and water districts as established or amended or any other persons receiving either sanitary or water service from systems operated by the County.

2.0.9 AGREEMENT - All persons, successors, and assigns obtaining a permit from the Sanitary Engineering Department accept and agree to be bound by the "Rules and Regulations" and specifications.

2.1.0 INTERPRETATION - The provisions of the "Rules and Regulations" and

"Construction Specifications" shall be the minimum requirements adopted for the promotion of health, safety, and welfare of the constituents of the County. The "Rules and Regulations" and "Construction Specifications" are not intended to repeal, abrogate, annul, or in any manner interfere with any laws or rules of any governmental units having jurisdiction that are more stringent. Where the "Rules and Regulations" impose greater restrictions than those of existing laws or rules, then the provisions of the "Rules and Regulations shall govern. These "Rules and Regulations" may be promulgated by the County Sanitary Engineer to cover unusual situations.

2.1.1 PERSONNEL - Inspectors, meter readers, employees, or representatives of

the County whose duty constitutes entrance upon private property shall be equipped with proper credentials as the County may deem necessary to identify them as to agents of the County. Such authorized employees shall have access to the premises for the proper operations and maintenance of the County facilities. Should access of the premises be denied, the County shall discontinue service and will not restore same until such time as access is granted.

2.1.2 TERMINATION OF SERVICE - The Sanitary Engineer shall have the right to

terminate sewer service immediately if it is determined that the violation produces a dangerous, toxic, odorous, destructive, or other condition which, in the opinion of the Sanitary Engineer, cannot be tolerated.

2.1.3 SAFETY STANDARDS - All contractors working under contract or under a

license of the Sanitary Engineering Department shall abide by all applicable O.S.H.A. safety standards. The County shall not be held liable for casualties caused by a contractor in violation of applicable O.S.H.A. safety standards. The County shall have the right to stop work in the event a County official suspects or observes a potentially hazardous situation. Work shall not resume until the matter has been resolved. The contractor shall provide any necessary provisions to ensure the safety of the public, County employees, and the contractor's employees.

3.0.0 GENERAL REQUIREMENTS 3.0.1 CONTROL OF WORK BY THE OWNER - The owner will control the

construction work through the Sanitary Engineering Department and its duly appointed employees.

The Contractor shall at all times give to the Sanitary Engineer and to his assistants under him, all the necessary facilities for determining both on the work and at the place of manufacture, that all work to be done is being performed and all materials to be furnished are being made strictly in accordance with the contract drawings and specifications.

The Sanitary Engineer shall in all cases determine the quality, acceptability, and fitness of the several kinds of work and materials to be used. He shall also determine all questions in relation to said work and the performance thereof.

The Sanitary Engineer or his authorized representatives will inspect the materials furnished and the work performed. He is also hereby authorized and empowered to reject and refuse all work and materials and the method of application of any part thereof, that does not comply in kind, quality, quantity, time or place with the specifications and the drawings. The inspection, approval, or acceptance of any part of the work, or the materials used therein shall not prevent the rejection of said work or materials at any time thereafter.

The absence of the Sanitary Engineer or Inspector from the site of the construction work for any reason whatsoever does not relieve the Contractor from his responsibility for compliance with all terms of these specifications.

If at any time before the final inspection any materials or workmanship should be discovered which does not comply with the specifications and contract drawings, they shall be immediately removed by the Contractor when notified to do so by a written notice from the Sanitary Engineer or Inspector and shall be replaced at the Contractor's expense. Any work condemned by the Sanitary Engineer or Inspector as unsuitable or improperly done shall be removed and repaired, or otherwise remedied

as he may direct.

If the Contractor shall neglect or refuse to remove or replace the same within seven (7) days from the date of the written notice from the Sanitary Engineer to do so, said notice being served either personally or by leaving it at his place of business or with his agent in charge of the work, then the Sanitary Engineer may remove or cause the same to be removed and satisfactorily replaced as he may deem expedient, and charge the expense hereof to the Contractor. The expense so charged will be deducted and paid by the Owner out of escrow moneys, or if such moneys are not sufficient to meet said expense, the additional moneys shall be furnished by the Contractor, and if he refuses or neglects to provide the necessary moneys, they shall be provided by his surety (bonding).

If, in the opinion of the Sanitary Engineer, an emergency arises that jeopardizes continuity of service and/or public health, welfare, or safety, and the Contractor is unable to remedy the situation at the time is exists, the County reserves the right to immediately take steps to have the situation remedied and the Contractor shall be liable for all expenses incurred in making these repairs.

3.0.2 SUPERVISION OF THE WORK BY THE CONTRACTOR - The Contractor

shall personally supervise the work or furnish at all times a duly authorized representative, who shall receive and execute all orders given by the Sanitary Engineer or his duly authorized representative. Such orders so given to and received by said representative shall be deemed to have been given to and received by the Contractor. Supervisory personnel must be available locally twenty-four (24) hours a day, seven (7) days a week until all items of work have been completed.

3.0.3 PROGRAM AND SAFETY OF CONSTRUCTION - The order of sequence of

execution of the work, the methods of construction, and the general conduct of the work shall be, at all times, subject to the approval of the Sanitary Engineer. If at any time before the commencement or during the progress of the work, or any part of it, such methods, features and appliances used or to be used appear to the Sanitary Engineer as unsafe, insufficient or improper, he may order the Contractor to increase their safety or efficiency or to improve their character, and the Contractor shall conform to such order; but the failure of the Sanitary Engineer to demand any increase of such safety, efficiency, adequacy, or any improvement shall not release the Contractor from his obligation to secure the safe conduct and quality of the work specified.

3.0.4 DRAWINGS - The drawings illustrate the general character and scope of the

work covered by these specifications. Additional detail drawings and other information deemed necessary by the Sanitary Engineer will be furnished to the County when and as required by the work. Shop drawings, when approved by the Sanitary Engineer, shall govern all details of the work taking precedence over all other drawings. The property owner shall provide the Sanitary Engineer with three (3) sets of updated engineering drawings prior to construction for projects other than a single family dwelling sanitary sewer improvements.

3.0.5 SHOP DRAWINGS - The Contractor shall, at his own expense, prior to the

manufacture or fabrication of any materials which he is to furnish and which are not built from detailed designs, submit for approval of the Sanitary Engineer, three (3) complete sets of detailed drawings of such materials. These drawings shall be accurate and distinct and shall give all working dimensions, kinds of materials to be used, kinds of machine work and finish to be applied and like information. One (1) set of drawings furnished by the Contractor will be returned after approval by the Sanitary Engineer. If required by the Sanitary Engineer, the drawings shall be revised and three (3) sets of revised drawings shall be furnished. No work upon the manufacture or fabrication of any materials shall be done until such approval by the Sanitary Engineer has been obtained.

3.0.6 DIMENSIONS AND ELEVATIONS - Figure dimensions on drawings shall take

precedence over measurements by scales; detailed working drawings shall take precedence over general drawings and shall be considered as explanatory of them and not as indicating extra work.

3.0.7 MONUMENTS AND LANDMARKS - The Contractor or any of his employees

shall not molest or remove any monuments, iron survey pins, or landmarks without notifying the Sanitary Engineer to allow the Inspector to reference the same. Any monuments, iron survey pins, or landmarks so removed without notification will be replaced by a registered land surveyor, and the expense of the survey will be charged to the Contractor.

3.0.8 LINES, GRADES, AND CONSTRUCTION STAKES - The property owner or

his representative shall set all line and grade stakes for sewer and water line construction and will establish base lines and bench marks for the construction of buildings and structures. The Contractor shall provide proper facilities and assistance for clearing and grading where required to complete the field survey. Survey stakes and points will be placed at the location and at the distance from the line of construction, as requested by the County. The Contractor shall notify the property owner twenty-four (24) hours in advance of any need for services in staking for the construction work.

The Contractor shall carefully preserve all bench marks, reference points, and stakes which have been set by the property owner or his representative, and in case of willful or careless destruction of the same by the Contractor, he shall be charged with the resulting expense of resetting and shall be responsible for any mistakes which may be caused by the loss or disturbance of such bench marks, reference points, and stakes.

All parts of the completed work shall conform to the lines and grades as set by the property owner or his representative.

3.0.9 CONTRACTOR'S OFFICE - The Contractor shall maintain an office on the

site of the work or at some convenient place during the construction period of the contract at which he or his authorized agent shall be present at all times while the work is in progress. A telephone, copy of the contract, the contract drawings, working drawings, and specifications for the work shall be kept at said office, where they can be readily used.

3.1.0 ENGINEER'S OFFICE - The Contractor may be required to provide suitable

office space for the Engineer and his inspection force on or adjacent to the construction site, which shall include heat, light, local telephone service, and janitor service.

3.1.1 LIGHTS AND PROTECTION - The Contractor may be required to employ

watchmen on the work site at all times, and shall, when necessary, erect and maintain such strong and suitable barriers and such lights as will effectually prevent the happening of any accident to health, limb, or property. Lights shall be maintained between sunset and sunrise.

3.1.2 NORMAL WORKING TIME - The normal working period on the Project shall be between Monday and Friday inclusive. No work requiring the presence of the Sanitary Engineer or Inspector will be permitted on Saturdays, Sundays, legal holidays, or nights, except in the case of an emergency. If the Contractor wishes to perform work at times other than specified, he shall be required to pay for the services of the Inspectors at the established rates on record in the office of the Ottawa County Sanitary Engineering Department.

3.1.3 CLIMATIC CONDITIONS - All work which will be affected by climatic

conditions (wind, rain, frost, or freezing) shall be suspended unless permission is given by the Sanitary Engineer to proceed. Whenever work proceeds under any such conditions, the Contractor shall provide approved facilities for protecting all the materials and the finished work. This will include heating of materials to be used in mixing concrete.

3.1.4 SANITARY MEASURES - The Contractor shall construct and maintain

sanitary convenience for the use of all persons employed on the Project in sufficient number, in such manner and in such places as shall be approved by the Sanitary Engineer. All persons connected with the work shall be obliged to use them, and any employees violating these provisions shall be discharged and not again employed without written consent of the Sanitary Engineer. Any necessary precautions, including the care of employees, shall at all times be satisfactory to the local government, County, and State Health Departments. The Contractor shall promptly and fully comply with all orders and regulations in regard to these matters.

3.1.5 WATER SUPPLY - The Contractor may obtain water from the local water

utility, but subject to rules, regulations, and rates governing the utility; otherwise the Contractor should furnish the water for the work from other sources. The sources, quality, and quantity of water furnished shall at all times be satisfactory to the Sanitary Engineer.

3.1.6 SEWAGE, SURFACE, AND FLOOD FLOWS - The Contractor shall furnish all

the necessary equipment, shall take all necessary precautions, and shall assume the entire cost of handling and properly disposing of any sewage, seepage, storm, surface, flood, or underground flows which may be encountered at any time during the construction of the work. The manner of providing for these flows shall meet with the approval of the Sanitary Engineer.

3.1.7 WORKING FACILITIES - The Contractor will be allowed the use of as much

of the site or sites designated for the work as is necessary for his operations, but he must, however, provide all necessary access to any other public or private property. On public right-of-way and private property, all trees and shrubs which interfere with the construction or which will be damaged by the construction shall be marked by the Owner for removal and be removed from the site and disposed of by the Contractor. Trees and shrubs not marked for removal but within the permanent easement or any temporary construction easement shall not be trimmed, removed, or otherwise disturbed by the Contractor except with the express written permission of the property owner. Whenever it is required to perform work within the limits of private property, or

in right-of-ways, such work shall be done in conformity with all permits, easements, and agreements between the contractor and the owners of such property. Care shall be taken to avoid injury to all premises entered. All property shall be left in a neat and orderly condition and restored to its original general condition immediately following the pipeline installation.

3.1.8 MAINTENANCE DURING CONSTRUCTION - The Contractor shall maintain

the work and work site during construction and until the project is accepted. This maintenance shall constitute continuous and effective work prosecuted day by day, with adequate equipment and forces to the end, that the work site is kept in a condition satisfactory to the Sanitary Engineer at all times. The amount of excavation open at any one time will be controlled by the working conditions, but shall always be confined to the limits prescribed by the Sanitary Engineer. In the case of excavations to determine the location of underground utilities, the excavation shall be backfilled before the end of the working day on which it is begun. All excavations shall be completely backfilled at all times where a delay in the progress of work is expected to or actually does exceed three (3) calendar days. Excavation openings having time stipulations because of traffic or other conditions shall be shown on the plans.

3.1.9 FAILURE TO MAINTAIN DURING CONSTRUCTION - If the Contractor, at

any, time, fails to comply with the provisions of the "Maintenance During Construction" section preceding, the County will immediately notify the Contractor and owner of such non-compliance. If the Contractor fails to remedy unsatisfactory maintenance within twenty-four (24) hours after receipt of such notice, the County may immediately proceed to maintain the project and the entire cost of this maintenance shall be deducted from escrow moneys.

3.2.0 USE OF ROADS AND STREETS - The Contractor shall make ample

provisions for the maintenance of both vehicular and foot traffic on all public sidewalks, streets, and alleys, and any other public walkway or thoroughfare, and shall indemnify and save harmless the owner and the County from any expense whatsoever due to his operations over said roadways. Gutters and waterways must be kept open or other provisions made for the removal of storm water. Streets intersected by pipe lines may be blocked, but only one half at a time. The Contractor shall lay and maintain temporary driveways, bridges, and crossings which are in the opinion of the Sanitary Engineer necessary to accommodate the public.

3.2.1 ACCIDENT PREVENTION - The Contractor shall exercise every precaution

at all times for the protection of persons (including employees), property, and hazardous conditions shall be guarded against or eliminated. This protection includes sheeting and shoring, barricades, guards, night watchmen and warning lights, as provided in other sections of these specifications. The Contractor shall comply with the safety provisions of the applicable laws, building, and construction codes. All hazards connected with the use or installation of machinery and equipment shall be guarded against or eliminated in accordance with the safety provisions of the latest addition of the "Manual of Accident Prevention in Construction"

3.2.2 ADJUSTMENTS AND CLAIMS - The Contractor shall be held responsible for

all accidents and shall indemnify and protect the owner and County from all suits, claims, and action brought against it, and all cost for liability to which the owner or County may be put for any injury or alleged injury to the person or property of another resulting from negligence or carelessness in the performance of the work, or in caring for the same, or from any improper or inferior workmanship or inferior materials used. The Contractor, when necessary, shall erect and maintain on the work site such strong and suitable barriers and at night such warning lights as will effectively prevent any accident to life, limb or property in consequence of said work, or in the use or occupancy of streets, alleys, highways, or public or private grounds. All loss or damage to the work arising from fires, floods, storms, or other natural causes, or from any detention, obstruction or difficulty which may be encountered in the prosecution of the work shall be sustained by the Contractor.

3.2.3 POLLUTION CONTROL - It shall be the responsibility of the Contractor to

prevent or limit pollution of air and water resulting from his operations. The Contractor shall perform work required to prevent soil from eroding or otherwise entering onto all paved areas and into natural watercourses, ditches, and public sewer systems, and to prevent dust attributable to his operations from entering the atmosphere. Water containing suspended material from any part of the Contractor's operations shall be clarified before discharging to drains or streams. Dust palliatives shall conform to O.D.O.T. Item 616. Streets, haul roads, and if directed by the Sanitary Engineer, detours and bypass roads shall be swept by automatic self-contained sweepers. Excessive dirt on pavements shall be removed by means of hand shoveling or appropriate mechanical equipment and the area swept as directed above. Sidewalks and driveways shall be cleaned by means of shovels and handbrooms or appropriate mechanical equipment. Dust on unsurfaced streets or parking areas and any remaining dust on surfaced streets shall be controlled in conformance with O.D.O.T. Item 616, and as directed by the Sanitary Engineer. The Contractor shall comply with the above requirements on a daily basis. If the Contractor fails to perform the above work in a satisfactory manner, all work, except cleanup operations, will be stopped immediately by the Inspector until the Contractor has complied with the above requirement to the satisfaction of the Sanitary Engineer. The Contractor shall construct and maintain filters, sedimentation traps, or stilling basins with overflows to clarify waters containing suspended materials from fill areas, excavations, deep wells, well points, and disposal sites before discharging to drains or streams. The Contractor shall apply temporary seeding on the same day that operations are completed which produce disturbed areas. On areas such as rough grading, where additional work is not scheduled for a period of three weeks or longer, the area should be seeded immediately. Stockpiles shall be seeded immediately after the excavation is completed. In areas where unanticipated delays are encountered, the area shall be seeded as soon as the delay is recognized.

3.2.4 REMOVAL OF STRUCTURES AND OBSTRUCTIONS - This section includes

all demolition of existing structures and removal of pavement, piping, and

equipment necessary to clear space for new construction and/or to rehabilitate existing construction. The Contractor shall submit as specified a copy of a signed permit from the owner of the property upon which the debris removed under this Section will be disposed. Structures shall be removed in such a manner as not to damage portions of the existing structure which are to remain in place.

Removal of existing pavements, sidewalks, curbing, and similar structures shall end at an existing joint or a sawed joint. Sawed joints shall be straight neat, and free from chipped or damaged edges. For removal of reinforced or nonreinforced concrete, the minimum depth of the saw cut shall be 3 inches. For removal of reinforced concrete, the depth of the saw cut shall be sufficient to cut steel. If the concrete is covered with a bituminous surface or other material, the depth shall be sufficient to cut into the concrete, not including the coating depth, as specified above.

Pavement shall be excavated to neat lines and only to widths required for trenches for pipe laying and for construction of structures. Adequate provision shall be made to prevent settlement and breakage of pavement beyond the approved limits of excavation. Concrete pavement shall be cut with a concrete saw. All pavement broken or damaged beyond the limits stated above, or the approved extension thereof, shall be replaced by the Contractor at his expense.

Existing drainage structures designated to be abandoned shall be removed to an elevation of at least 3 feet below the finished subgrade or ground surface. The remaining void shall be filled with special backfill material compacted to 100% optimum density per ASTM D-698. Live sewers connected to structures removed or abandoned shall be rebuilt through the area with new pipe. Sewer flow shall be maintained between removal and replacement operations. Abandoned sewers shall be sealed and made watertight with approved precast stoppers or masonry bulkheads.

All debris resulting from demolition operations; i.e., broken concrete, masonry, pipe, miscellaneous metal, trees and brush, equipment, etc., shall be trucked from the site by the Contractor and disposed of at spoil sites in a legal manner, in full compliance with applicable codes and ordinances. The Contractor shall police the hauling of debris to insure that all spillage from haul trucks is promptly and completely removed from public right-of-ways.

3.2.5 CONSTRUCTION THROUGH HIGHWAYS - The Owner will obtain permits

required for open cut construction through or borings in steel casing beneath State, City, or County highways. The Contractor shall give written notice to appropriate officials of the affected O.D.O.T., City or County at least five (5) days, not including weekends and holidays, before starting construction under highways and as required under other roadways. The Contractor will be required to reimburse the Owners for cost of inspection and detour routing of construction through O.D.O.T. property.

3.2.6 ROCK EXCAVATION - The term "rock excavation" shall include the removal

of such material as cannot be broken and removed by ordinary earth-moving

equipment. Disintegrated, weathered, rotten and loose rock particles capable of removal by ordinary methods are not included within the scope of this item.

Excavation: Excavation for trenches shall be carried to a sufficient depth to provide for a cushioning layer of bedding material as previously specified for the respective type of pipe laying. Width of trench shall be not more than previously specified for the respective type of pipe laying.

Disposal of Rock: Rock automatically graded by the rock trenching machine to 1 1/2 inches and smaller may be used for backfill in the trenches or other excavations outside of paved areas up to a point 12 inches below the finished grade. Excavated rock shall not be qualified as granular backfill. All rock larger than 1 1/2 inches shall be removed from the site of the work and disposed of at a location and in a manner agreeable to the County and/or the developer. Necessary earth backfill for trenches or other excavations in rock excavation shall be obtained by the Contractor and shall meet the approval of the County, Engineer, and/or developer.

Method: Where rock is encountered which cannot be removed by ordinary excavating methods, rock excavation shall be accomplished by a rock trenching machine, hoe ram, or jack hammer for sewer depths up to and including 15 feet. For sewer depths exceeding 15 feet, rock excavation may be accomplished by the use of explosives. Explosives are subject to compliance with all Federal, State, and Local laws and to the following requirements:

1. All required permits shall be secured by the Contractor well in advance

of such operations. 2. The transporting, handling, and firing of explosives shall be performed

by someone thoroughly familiar, experienced, and licensed in this type of work, preferably a representative of the manufacturer of the explosives to be used on site.

3. Prior to removing rock in any area, the type of explosives to be used,

the number, depth and loading of holes to be detonated at any one time; and any special precautions to be observed shall be determined at a conference between representatives of the County, Engineer, Contractor, Contractor's Insurance Company, and the person directly responsible for detonation. The procedure thereafter followed in that area shall conform to the decisions reached; subject to any modifications which may be required because of unsatisfactory or unsafe results of the procedure agreed upon. The Contractor shall be responsible for all damage to existing structures, piping, and equipment resulting from the use of explosives on the project.

4. Suitable timber mats or other coverings shall be provided to confine all

materials lifted by blasting within the limits of the excavation. 5. All public and private utility companies having facilities in the vicinity

shall be notified by the Contractor of the location and time of

contemplated detonation in sufficient time to allow them to protect their facilities. Likewise, where operations are to be carried on in any location where traffic on streets or highways may be affected, proper notice shall be given to the local police department.

6. For purpose of protecting the general public, the Contractor and the

County, the utmost cooperation will be required between the Contractor and all other interested parties.

7. Should permit limitations or the nearness of existing structures and

utilities prohibit the use of explosives, rock excavation shall be performed by an approved alternate method.

8. Seismographic monitoring, pre-blasting and post-blasting inspections

shall be performed on those structures within 200 feet minimum, or greater if the Contractor deems necessary to avoid fraudulent damage claims. All safety precautions will be strictly enforced.

9. When the bedrock is excavated for construction of either sewers or

pumping stations in a sole source aquifer area, a clay cap as specified in Paragraph 4.1.5 shall be installed to prevent contaminants from percolating down into the aquifer. The County shall be informed of any caverns encountered. The County shall approve measures proposed to support pipe prior to the Contractor performing pipe laying.

4.0.0 EXECUTION OF GRAVITY SANITARY AND STORM SEWERS: 4.0.1 SCOPE - Under this Section, the Contractor shall furnish and install sanitary

and storm sewers as shown on the Drawings, specified, or directed. The reconstruction of existing sewers, house connections, and catch basin leads shall be in conformance with requirements of this Section. This Section shall include furnishing and installing all required pipe, bends or beveled pipe, tees, wyes, tee manhole base pipes, bulkheads and stoppers, jointing material, granular material for pipe bedding, Class B concrete used for encasement or bedding, making watertight connections to existing and new sewers and existing manholes, catch basins and inlets, cleaning and testing sewers, removing temporary bulkheads, and other work incidental to the sewer installation unless specifically included under other items.

4.0.2 LABORATORY SERVICES - The laboratory shall submit test certifications of

pipe ordered tested. 4.0.3 SUBMITTALS - The Owner shall submit the following to the County for

approval: 1. Manufacturer's shop drawings showing physical dimensions, concrete

strengths, reinforcing steel and joint details for each size, type, and class of pipe, fittings, and specials furnished for the project.

2. Manufacturer's certification and test results by an independent testing

laboratory indicating that the pipe and joints meet specifications for each production run for each size, type, and class of pipe furnished.

3. Certified results of pipe deflection measurement where applicable. 4.0.4 PVC PLASTIC PIPE AND FITTINGS - Gravity pipe sewers shall be of PVC

plastic pipe and fittings conforming to the following ASTM requirements: 15 inch and smaller diameter pipe ASTM D3034-SDR 35 15 inch to 27 inch diameter pipe ASTM F679 27 inch and larger diameter pipe ASTM F794

Pipe sewers shall be of the elastomeric gasket joint (integral bell) type. Pipe shall have a nominal laying length of 13 feet. Joints shall provide a watertight seal and shall be made in accordance with the pipe manufacturer's recommendations. Joints shall be of the push-on type meeting the requirements of ASTM D3212, and, in addition, the bell shall be designed to retain the gasket to prevent pull-out during the making of the joint.

Fittings shall include tees, wyes, bends, and stoppers necessary for service connections or as otherwise required in connection with the work. Stoppers (or end caps) designed for use as a permanent or temporary watertight plug shall be provided to close pipes not immediately connected to an existing sewer.

Installation shall be in accordance with ASTM D2321, and with the requirements of these specifications. Any requirements in these specifications which may be in conflict or inconsistent with the requirements of ASTM D2321 shall be void to the extent of such conflict or inconsistency, except in all cases material for pipe embedment shall be identified.

For the purpose of establishing limits for the payment of items based upon trench width, the maximum allowable trench width at the top of the pipe, for pipes installed in open trench, shall be as follows:

PIPE DIAMETER: TRENCH WIDTH: 4" 2'-0" 6" 2'-3" 8" 2'-3" 10" 2'-6" 12" 2'-9" 15" 3'-0" 18" 3'-3" 21" 3'-6" 24" 4'-0" 27" 4'-6" 30" 4'-9" 33" 5'-3"

The actual trench width used for installation may be in accordance with ASTM D2321. All pipe sewers six (6) inches in diameter and larger of PVC plastic pipe shall be tested for deflection and all pipe sewers shall be tested for leakage in accordance with the requirements subsequently specified.

4.0.5 NONREINFORCED CONCRETE PIPE - Nonreinforced concrete pipe and

specials shall conform to ASTM C-14, Class 3. Unless otherwise specified, joints shall be O-ring type, ASTM C-443, except that the gaskets shall conform to material requirements of ASTM C-361. Where specified or called for on the Drawings, joints shall be sealed with flexible watertight gaskets meeting or exceeding all requirements of Federal Specifications SS-S-06210 (GSA, FSS Washington, D.C.) "Sealing Compounds, Preformed Plastic for Pipe Joints,"Type 1 Ropeform. Such gaskets may be RAMNEK as manufactured by K.T. Snyder Co., Inc. of Houston, Texas; KENTSEAL No. 2 Joint Sealant as

manufactured by Hamilton Kent Mfg. Co. of Kent, Ohio; or equal. 4.0.6 REINFORCED CONCRETE PIPE - Reinforced concrete pipe and specials

shall conform to ASTM C-76 Wall B (minimum) of classes designated in the Proposal. Joints shall be O-ring type or as specified and shown on the Drawings in conformance with the nonreinforced concrete pipe joint specifications.

4.0.7 NONSHRINKING MORTAR MATERIAL - Material for nonshrinking mortar

used in pointing joints shall be Sauereisen F-100 Grout as manufactured by

Sauereisen Cements Co., Pittsburgh, PA; Five-Star Grout as manufactured by U.S. Grout Corp., Old Greenwich, CT; or equal.

4.0.8 FLEXIBLE PIPE REPAIR COUPLINGS - Flexible repair couplings used in

connecting to existing sewers shall be as manufactured by Fernco Joint Sealer Co., Ferndale, MI; Logan Clay Pipe Co., Logan, OH; Mission Clay Products Corp., Corona, CA; or equal.

4.0.9 GRANULAR PIPE BEDDING MATERIAL - Granular pipe bedding material

shall be as specified and granular material used for bedding and backfill over, under, around the sewer shall contain less than 1% gypsum by weight. The contractor shall supply the county with certification, which states the percentage of gypsum contained in the backfill material being used on the job. During construction random samples may be collected by the county as it is being placed in the trench. Each sample may be tested by the county at an independent laboratory. If the granular material has more than 1% gypsum the County shall have the right to require the contractor to remove and replace, with acceptable material, to the point which the last approved sample was collected.

4.1.0 PREPARATION OF TRENCHES - Except where otherwise specifically

required or permitted by the Sanitary Engineer, pipe sewers shall be laid in open trench, shall be started at the lowest point, and shall have spigot ends pointing in the direction of flow. The maximum length of sewer trench open at any location shall not exceed 100 feet in length.

The width of trenches below the level of the top of the pipe shall not exceed the dimensions previously specified for the various types and sizes of pipe, and shall not be less than twelve (12) inches greater in width than the outside diameter of the pipe barrel. Whenever the maximum allowable trench width (below the level of the top of the pipe) is exceeded for any reason, the Owner or the Sanitary Engineer reserves the right to direct the Contractor to utilize pipe of greater strength, to modify the type of backfill, to embed the pipe in concrete, or to utilize a combination of these procedures, all at the expense of the Contractor.

Trenches in earth shall be excavated to a depth of not less than one-eighth (1/8) the outside diameter of the pipe being installed or four (4) inches, whichever is greater, below the outside bottom of the pipe barrel (and bell) when the pipe is laid on its final grade.

Trenches in rock shall be excavated to a depth of one-third (1/3) the inside diameter of the pipe, but within the limits of four (4) inches to twelve (12) inches, below the outside bottom of the pipe barrel and joint when the pipe is laid on its final grade. Rock excavation shall be in accordance with the requirements specified on the Drawings and Specifications of the project.

Where the sewers enter the paved limits of a street, alley, driveway or parking area, the pavement shall be neatly cut for its full depth, removed, and the sewers installed in open trench. Trench excavation shall include the removal of existing pavements, sidewalks, etc. Trenches shall be kept sufficiently free

of water during pipe laying and jointing. When water exists in the trenches at the time of pipe laying, the Contractor shall dewater the trench at his expense. Surface water runoff shall not be permitted to enter the trench opening.

4.1.1 TRENCH PROTECTION - Where necessary to prevent caving of the trench

and other excavation, and for protection of workmen and nearby structures, trench protection shall be provided by the Contractor. Trench protection shall be by trench box, wood sheeting and bracing or such other approved methods as determined by the Contractor.

Wood sheeting and bracing shall be of sound lumber suitable for the purpose intended and shall be so arranged as to support the trench walls and existing structures and/or utilities. Sheeting left in place shall be cut off not less than eighteen (18) inches below the ground surface. Sheet and bracing that is not ordered to be left in place by the Owner or Sanitary Engineer may be removed at the discretion and responsibility of the Contractor after backfill has been placed and compacted to a level at least two (2) feet above the top of the pipe. In no case, shall sheeting be pulled in increments exceeding three (3) to four (4) feet in order to avoid the danger of breaking the pipe due to the weight of the backfill. Upon removal of sheeting and bracing, voids left due to such removal shall immediately be filled and the backfill compacted.

Where it is necessary to drive sheeting below the centerline of the pipe, it shall be driven below the bottom of the pipe, and that sheeting below a point two (2) feet above the top of the pipe shall be left in place.

4.1.2 LOCATION AND PROTECTION OF EXISTING UTILITIES – Property owners

and contractors shall comply with all Ohio Revised Code (ORC) sections concerning guidelines for locating existing utilities including, but not limited to, ORC 3781.25 through 3781.32. The Department is a member of the Ohio Utilities Protection Service (OUPS) who can be contacted at 1-800-362-2764. The Department will locate County owned service connections (taps) and County owned water and sanitary sewer mains at no cost, providing the following is complied with:

The Department shall be notified, in writing, a minimum of three (3) working

days prior to the start of the project (earlier notification is suggested when possible). The notification shall contain the following:

Name/Address/Telephone Number of the Contractor Name/Telephone Number of the Owner Start date of the project and type of project All streets involved All addresses involved

After the stakes, symbols, and/or paint markings have been placed by the

Department, the maintenance of the same becomes the responsibility of the

contractor. Any subsequent relocation or restaking will be charged to the contractor at the Department’s direct cost.

Failure to follow the above procedure will place the responsibility for damage

on the contractor. Information furnished to the contractor is based on records of the County.

The absolute accuracy of these records cannot be guaranteed. The contractor is directed to take every precaution possible so water facilities are not damaged and service to customers is not interrupted.

If the contractor requires a more accurate location, it is suggested that he

secure pipe locating equipment for this purpose. Five (5) feet of horizontal clearance shall be maintained between public sewer

and any other public or private utility service structure, including but not limited to, telephone, cable, electric, storm sewer, and gas piping. For potable water service lines and wells, a minimum of ten (10) feet horizontal clearance from the sanitary sewer is required. If ten (10) feet horizontal clearance cannot be maintained, see Section 4.1.9(11) for alternatives.

All existing utilities, when encountered, shall be adequately supported, shored

up or otherwise protected whenever exposed in the excavation. Timber supports shall be a minimum of six (6) inches square. Supports shall extend into undisturbed earth a minimum twelve (12) inches each side of the trench and the pipe, conduit, etc., banded or tied to the bridging for its full length. Where bridging cannot be supported by a firm foundation, the Contractor shall provide vertical support for the bridging, including any lateral bracing necessary to provide a firm and substantial support.

4.1.3 PIPE EMBEDMENT - Pipe embedment shall include the material placed

beneath the pipe to the depths of excavation previously specified and around and over the pipe for a distance of twelve (12) inches above the top of pipe barrel.

The material shall be Size No. 67 coarse aggregate meeting the requirement of Item 703 of the latest O.D.O.T. "Construction and Material Specifications", shall meet all requirements stated in section 4.0.9 and shall be provided at the expense of the Contractor. The bedding material shall be shaped to conform to the bottom quadrant of the pipe barrel. The Sanitary Engineer reserves the privilege of altering the type of bedding material and regulating the exact grading of the bedding material depending upon the water characteristics of the trench. At least the minimum of bedding shall be provided under the pipe bells.

After the pipe is laid, the bedding material shall be shovel placed and tamped to fill all voids. The bedding material shall be placed in six (6) inch layers, loose measurement, and compacted by hand or mechanical tamping to secure a good compaction. All embedment material shall be carefully placed and tamped so as not to damage or displace the joints or pipe, and no material shall be dropped directly on the pipe. When passing through

manhole excavations where the trench limits exceed those specified, the material shall be compacted to not less than 90% of maximum density as determined by the Standard Proctor Test.

If the material found at the specified depths of excavation below the elevation of the outside bottom of the pipe barrel is not suitable to provide adequate foundation for the pipe, a further depth shall be excavated and filled with granular bedding material approved by the Sanitary Engineer. Such additional granular bedding material will be paid for under the unit price included in the Contract for Granular Backfill, and required excavation will be paid for at a price mutually agreed upon by the Owner and the Contractor.

Payment for additional excavation and granular bedding material will be made only for depths excavated below the specified depths of excavation below the outside bottom of the pipe barrel and only when such additional excavation shall have been ordered by the Sanitary Engineer. Unauthorized excavation below the same shall be filled with the specified bedding material at the expense of the Contractor. Payment for additional excavation and bedding material shall be limited to the maximum trench widths previously specified for the various types of pipe, although the bedding shall be utilized for the full trench width.

As required during construction, pipes crossing watercourses or passing under existing culverts, pipes, conduits, etc., and existing pipes under new shall be encased in Class I concrete. The concrete encasement shall be square in cross-section, shall have a minimum thickness of six (6) inches at the pipe bells, and shall be of a length as determined at the time of construction. Concrete encasement shall be paid for at a price mutually agreed upon by the Owner and the Contractor.

4.1.4 CONNECTIONS TO EXISTING SEWERS - Unless otherwise specified,

shown on the Drawings, or directed, connections to existing sewers shall be made as follows:

1. Vitrified clay pipe, plain concrete pipe, and asbestos cement pipe, 15-inch

diameter and smaller, and larger diameter at the option of the Contractor, shall be connected by removing a section of the existing sewer and inserting connecting fittings using approved flexible repair couplings.

2. Reinforced concrete pipe and larger sizes of asbestos cement pipe and

plain concrete pipe, unless otherwise shown on the Drawings, shall be connected by coring the existing sewer pipe wall and inserting a flexible watertight joint to receive the new pipe.

3. Polyvinyl chloride pipe, ABS pipe, and ABS truss pipe shall be connected in

conformance with the manufacturer's recommendations as approved by the Sanitary Engineer.

4.1.5 GROUNDWATER PROTECTION - In order to avoid ground water

contamination's, the following steps for Groundwater Protection shall be implemented:

1. Install a nine (9) inch clay cap across the width of ditch spanning the rock-

soil interface. 2. Install vertical clay dams in trenches. The spacing of manholes will

determine the location of the vertical clay dams. Where manholes are spaced 200 feet or greater apart, two (2) dams will be installed; one at the upstream side of the downhill manhole and one located midway between the two manholes. If the spacing between two manholes or a manhole and a cleanout is less than 200 feet, then one vertical clay dam shall be installed at the upstream side of the downhill manhole. Where manholes are spaced greater than 400 feet apart, such as for pressure sewers, the maximum allowable distance between the clay dams shall not exceed 200 feet.

3. Where leach fields are intercepted by trenches, line trench walls and floor

with minimum 3/16 inch thick bentonite panels for 20 feet on either side of any leachate field tile to seal off leachate.

4. Contractor to prevent surface runoff from entering trenches.

In the event a private well is affected by construction activities of the Contractor, the following procedure shall be implemented:

1. Water usable, but it is discolored-Contractor to furnish resident with five (5)

gallons of potable water. 2. Water not usable or loss of supply- a. Connect water supply to neighbor-short term (permission must be obtained from the local water authority) b. Restore well c. Provide portable water system d. Drill new well

The County's liaison person shall be notified of actions of the Contractor to resolve complaints received by the Contractor and the County. The County will have sole authority (not the Contractor) for determining whether an existing owner's well has or has not been affected by the construction activities and what measures shall be taken to provide a water supply to the affected owner.

4.1.6 BACKFILLING - Backfill shall include the material placed above the pipe

embedment material previously specified. No heavy or large quantities of backfill material shall be placed over the pipe until backfilling has progressed to a depth of at least three (3) feet over the top of the pipe barrel. All backfill material shall be carefully placed so as not to damage the joints or displace the pipe.

Trenches in or for which the pay width is within 2'-0" of the edge of paved or stoned streets, alleys, driveways, and parking areas shall be backfilled to eighteen (18) inches below the surface with granular material meeting the

requirements of Item 304, or Item 310 Grading A, or Item 411, and the remaining eighteen (18) inches filled with granular material meeting the requirements of Item 304 of the latest O.D.O.T. "Construction and Material Specifications". The material shall have a Standard Proctor Density of at least 125 pounds per cubic foot, and shall be placed and compacted to a minimum density of 93% for material having a Standard Proctor Density between 125 and 130 and a minimum density of 90% for material having a Standard Proctor Density greater than 130.

Granular material resulting from rock excavation and used as backfill will not be paid for as granular backfill but shall be placed and compacted by and at the expense of the Contractor. Where sewers are installed across paved or stoned streets, alleys, driveways, and parking areas, the specified compacted granular backfill material shall also be provided for any portion of the trenches falling within that area below a line drawn at 45 degrees to the horizontal from the surface at the edge of the pavements or back of curb and above the horizontal plane of the pipe embedment material.

The Owner or the Engineer may check compaction of the backfill at anytime. An exception shall be made for all areas requiring granular backfill. Low Strength Mortar Backfill as shown on the drawings. Low strength mortar backfill shall be flowable and shall consist of a mixture of 100 pounds cement, 250 pounds fly ash, 2,700 pounds sand (saturated-surface-dry), and 500 pounds water. These quantities of materials are expected to yield approximately 1 cubic yard of mortar of the proper consistency. Cement shall conform to O.D.O.T. Item 701.01 or 701.04. Fly ash shall be from a source approved by the Engineer. Sand shall be natural sand consisting of mineral aggregate particles, with 100% passing a 3/4 inch sieve size and 0-10% passing a 200 sieve size; however, sand shall be fine enough to stay in suspension in the mixture to the extent required for proper flow. Fluidity of the mixture shall be measured by the Corps of Engineers flow cone method in accordance with CRD-C661, with the mixture passed through a 1/4 inch screen prior to filling the flow cone. Time of efflux shall be approximately 12 seconds.

To expedite consolidation of the low strength mortar backfill, it will be necessary for bleed water to appear on the surface immediately after the mortar is struck off. A delay in bleeding indicates too many fines in the mixture, so the fly ash quantity shall be reduced in increments of 50 pounds until mixture is bleeding freely. Approximately 60 pounds of sand shall be added to replace each 50 pounds of fly ash. Any adjustments of the proportions shall maintain the absolute volume of the materials.

Prior to the first placement of low strength mortar backfill, the Contractor shall provide one or more trial batches of mortar of the size to be provided on the Project and shall cast one or more test samples equivalent to the approximate dimensions of the trench to be backfilled (either in a form or trench). Amount of bleeding, settlement rate, and time required to support pavement shall be determined from the full-size tests. The O.D.O.T. Testing Laboratory shall be notified 7 days in advance of the test batch preparation to observe the

placement operations and to conduct required tests. Tests shall be at the expense of the Contractor.

Work shall be in accordance with O.D.O.T. Items 608 and 499, unless otherwise specified herein. Sufficient mixing capacity or mixers shall be provided to permit the mortar to be placed without interruption. Flowable mortar shall be discharged from the mixer by any reasonable means into the space to be filled. The fill material shall be brought up uniformly to the required elevation.

The cost of providing compacted granular backfill and low strength mortar backfill shall be paid for at the appropriate unit prices included in the contract and in accordance with the following:

Payment for granular backfill and low strength mortar backfill within the specified limits shall be on the basis of the number of cubic yards required, but shall not exceed the quantity required for the maximum trench widths previously specified (centered over the pipe) for the various types and sizes of pipe and, at structures, shall be limited to that area between the outside dimensions on all sides. In computing the number of cubic yards for which payment will be made, it will be assumed that the trench walls are vertical. Granular backfill and low strength mortar backfill required for areas outside the limits previously defined shall be provided at the expense of the Contractor.

Where trenches are backfilled with granular material or low strength mortar, excess excavated material shall be removed by the Contractor.

For trenches in streets and highways, immediately upon the completion of other backfilling operations, a temporary pavement shall be provided by the Contractor and shall remain in place and be properly maintained until such time as the permanent pavements are placed.

For backfilling the remainder of the trenches, as much of the excavated material as possible shall be replaced. Until backfilling has progressed to a depth of at least 3 feet over the top of the pipe barrel, the material shall be finely divided, free of large stones, boulders, or other harmful debris, and shall be placed in 6 inch layers, loose measurement, and compacted by hand or mechanical tamping. The remainder of the backfill shall be rolled in over the pipe from the end of the trench.

4.1.7 SANITARY SERVICE CONNECTIONS - This Section includes furnishing and

installing sanitary service connections as indicated on the Drawings and ordered by the Engineer and is supplemental to the requirements on Storm and Sanitary Sewers. This Section shall include furnishing and installing all required pipe, bends, wyes, adapters, reducers, connectors, stoppers, jointing material, granular bedding, Class B concrete used for encasement, making watertight connections to new and existing sewers, connecting sanitary services where required, removing temporary bulkheads, and other work incidental to installation of sanitary service connection unless specifically included under other Items.

SERVICE CONNECTIONS SHOWN ON THE DRAWINGS - Service connections and tees and wyes provided for future connections as shown on the Drawings are intended only to indicate that such must be provided to service the relevant establishments and properties. Exact locations of connections shall be determined by the Owner or Engineer. Service connections may be added or deleted only as directed by the Owner after approval by the Sanitary Engineer. Proposed connections will be deleted where investigation shows existing services are presently connected to sewers included in the sanitary sewerage system.

BASEMENT AND SLAB SERVICE DEFINED :

SLAB SERVICE: Installation of pipes at depths to service basements will not be required:

- in areas where rock excavation is necessary to construct basements. - in fully developed areas with no basements. - to establishments with existing basement lower than the sewer main.

BASEMENT SERVICE: Installation of pipes at depths to service basements will be required:

- for existing basements except as directed above. - for all properties, vacant or established, in areas not included above.

PRODUCTS - Materials shall be as specified in these specifications and the Rules and Regulations. Pipe for all sanitary sewer connections shall be six (6) inch nominal diameter.

LOCATION OF SERVICE CONNECTIONS - Service connections for existing establishments shall be constructed in locations approved in writing by the Sanitary Engineer. Service connections for vacant platted lots shall be installed at the approximate center of the street frontage, or as otherwise directed. The property owner shall be consulted with in deciding placement of all service connections.

TYPE OF SERVICE CONNECTIONS - Type of service connections used for each service shall be in conformance with Sanitary Service Connection Details and as called for on the Drawings and directed. Service connections may be a combination of two types; however, use of bends shall be kept to a minimum. Type 3 connections shall be installed with the wye branch direction for the lower service connections.

LENGTH OF SERVICE CONNECTIONS - Service connections where shown on the Drawings shall be constructed to the property line or the permanent easement limits for establishments and properties served. Length of pipe to connect existing sewers shall be as required to install the service connections for conformance with details shown on the Drawings and as specified except as otherwise directed. Vertical risers shall be constructed of type and to height as indicated on the Drawings or directed.

PIPE DEPTH AT PROPERTY LINES (AND/OR PERMANENT EASEMENT LIMIT) - Pipe shall be installed deep enough at the property line to extend service to the served establishment at 1% minimum grade (1/8" per foot). Minimum cover at the property line shall be as follows:

- 4.5 feet where basement service is not required. - for basement service, ground cover over the pipe at the property line shall be 8 feet minimum except as follows: - where ground surface is sloping downward from the sewer main, the cover shall be greater as required to meet the 1% grade requirement. - where ground surface is sloping upward from the sewer main, cover may be less than 8 feet when so directed, but in no instance shall it be less than 4.5 feet.

In addition to the required 1% grade, depth shall be sufficient to afford the property owner to obtain thirty (30) inches of cover over the pipe for the private building sewer.

HOUSE CONNECTION FORMS - House connection forms shall be provided to the Sanitary Engineering Department upon completion of the project. A sample of the information required is shown in the Appendix.

4.1.8 SEEDING - The Contractor shall seed all lawns and all other earth areas

disturbed in the performance of his work. The Contractor shall take special care to insure that backfilling over trenches and other excavations is well compacted prior to seeding. If settlement occurs after the seeding is completed and during the duration of the term of the Contract, the Contractor shall fill the settled areas with approved topsoil, refertilize, and reseed the areas as herein specified. Lawn areas shall be as determined by the County and the Engineer.

In all lawn areas to be seeded, a 4 inch layer of loose, friable, loamy topsoil shall be provided. Topsoil shall be free of refuse or any foreign materials, and shall contain not less than five (5) percent nor more than twenty (20) percent organic matter. Topsoil shall be denuded of all burnable materials prior to stripping and shall be free of subsoil. The surface of the topsoil and all other areas to be seeded shall then be raked, rolled, and graded smooth with adjoining areas. All wheel marks or other evidence of damage shall be similarly carefully prepared for seeding.

After the topsoil has been applied and leveled as above specified, all areas to be seeded shall be given an application of an approved commercial fertilizer, applied at the rate of 20 pounds per 1,000 square feet. The fertilizer shall be obtained from a dealer or manufacturer whose brands and grades are registered or licensed by the Ohio Department of Agriculture. Immediately prior to seeding, the area shall be raked sufficiently to thoroughly mix the fertilizer with the topsoil.

Seed used in lawns shall have the following mixture: Kentucky Bluegrass 40 percent by weight Creeping Red Fescue 40 percent by weight

Annual Ryegrass 20 percent by weight Seed for all other earth areas shall have the following mixture: Perennial Ryegrass (Lolium perennel) 90 percent by weight Alsike Clover (Trifolium hybridum) 10 percent by weight

If certain disturbed lawns are of better quality than the specified seed will produce, as determined by the Engineer, the Contractor shall furnish seed for these specific lawns that will produce a lawn of equal quality. The extra cost for the better quality seed shall be the actual invoice price differential between the seeds.

The seed shall be approved by the Ohio Department of Agriculture, Division of Plant Industry. Only unmixed seeds shall be purchased unless certified as to quality and mixture. All mixing shall be done at the project site, from the original packages, in the presence of a representative of the County or the Engineer.

The specified seed shall be uniformly sown at the rate of four pounds per 1,000 square feet in lawn areas and three pounds per 1,000 square feet in all other areas. Seed shall be sown dry or hydraulically. No seeding shall be done during windy weather or when the ground is frozen, muddy, or otherwise non-tillable. After seeding, the ground shall be raked so as to cover the seed to a depth of approximately 1/4 inch and the area covered with a non-toxic mulching material such as wheat or oat straw. Mulching material shall be placed over all seeded areas at the rate of approximately 2 tons per acre for straw and 3 tons per acre for hay, when seeding is performed between the dates of March 15 and October 15, and at the approximate rate of 3 tons per acre for straw and 4 1/2 tons per acre for hay, when seeding is performed between the dates of October 15 and March 15 of the succeeding year. The mulching material shall be securely tied down or otherwise kept in place by a method approved by the Engineer. In the event any mulching material is displaced, it shall be replaced, but only after the seeding, and other work preceding the mulching, damaged because of the displacement of the mulching material has been acceptably repaired.

For mulching, an exception to the above shall be made for areas having a slope of 3:1 or greater. Such areas shall be mulched with an erosion control fabric of a knitted construction of yarn with uniform openings interwoven with strips of biodegradable paper. The yarn shall be of polypropylene, with denier and stabilizers as selected by the manufacturer for the permanence required by the conditions of installation. The fabric shall be Hold/Gro as manufactured by BW Industries, or equal, and shall be

placed in strict accordance with the manufacturer's instructions.

The Contractor shall properly protect and care for all lawn areas until the grass is a well established dense uniform growth at least 4 inches high. At that time, first all excess mulch shall be removed from seeded areas, and then all grass shall be mowed. The Contractor shall be responsible for the grass for two weeks after this mowing. If the grass shows a good growth and

a dense stand at this time, the Contractor's obligations shall have been fulfilled except for the repair of future settlement.

For all seeded areas, any spots that do not show a prompt "catch" shall be reseeded at intervals of 21 days, which shall continue until a good growth is established over the entire seeded area. The methods pursued in the renewal or replacement of lawn areas shall be as herein specified. Areas damaged due to acts of neglect by residents or vandalism shall be resown only at the request of and at the expense of the County (Owner).

4.1.9 GRAVITY BUILDING SEWERS - Building sewers shall be the property

owner's cost and responsibility, and it shall be installed in accordance with the County's specifications by the property owner, a property owner's immediate family member, or a contractor licensed with the Sanitary Engineering Department. An "immediate family member" shall be defined as a current spouse, parent, stepparent, child, stepchild, brother, sister, stepbrother/stepsister, mother-in-law, father-in-law, or grandparents.

ITEM 1 Each property owner and property shall be required to secure a permit to

connect or repair a building sewer. The building sewer shall be installed and tested in accordance with the County specifications. All work shall be inspected by an authorize representative of the Sanitary Engineer.

ITEM 2 Permits shall be valid for a period of 120 days from the date of issuance. The

property owner or contractor shall give the County 24 hours notice prior to commencing work. No work shall be covered until the inspector has reviewed and approved the work. Any work covered prior to approval shall be uncovered by the property owner or contractor at their expense.

ITEM 3 A separate and independent service connection and building sewer shall be

made for each building or structure unless otherwise approved by the Sanitary Engineer.

ITEM 4 If a service connection is not available or if an existing service connection is

not adequate to service the needs of an individual property owner, the property owner or his contractor shall make a new tap on the sewer main. The property owner or contractor shall install a six (6) inch service connection to the property line. The County does not guarantee the exact location of any existing wye, tee, riser, or crossover. The connection of a gravity building sewer into the public sanitary sewer main shall be made at a riser, tee, or wye if such outlet is available. All risers shall have No. 67 (or No. 57) granular placed around them. Any damage to the sewer main during installation of said tap shall require the replacement of the entire length of sewer main pipe at the property owner's or contractor's expense.

a. Property owners or licensed contractors installing/connecting a new service

connection (public portion), including all public appurtenances, to a public main shall guarantee the workmanship and materials of said service connection and appurtenances for a period of one (1) year from the date of final inspection by the O.C.S.E. inspector. In the event a problem occurs within the one (1) year warranty period, the installer and/or property owners

shall make the necessary repairs as soon as reasonably possible. If any problems occur that constitute an emergency which may jeopardize the public system, the O.C.S.E. may elect to make the emergency repairs and invoice the original installer of the service connection and/or the property owner for all labor, equipment, and materials cost incurred by the County. Said invoice shall be due and payable by the installer and/or property owner within 30 days of the date of said invoice. Invoices not paid in the designated time period shall be assessed a 10% penalty.

ITEM 5 The building sewer shall be brought to the building at an elevation below the

basement floor whenever possible. In any building in which the drain is too low to permit gravity flow to the public sewer, the wastewater shall be lifted by approved artificial means and discharged into the building sewer. The depth of all building sewers shall be sufficient to afford protection from frost. In no case shall a gravity building sewer be less than two and one-half feet (2 1/2' or 30") deep from the crown of the pipe to the surface of the ground unless solid rock is present, then gravity building sewers may have a minimum depth of eighteen (18) inches from the crown of the pipe to the surface of the ground. Also, in areas where there is NO rock and the inspector has confirmed that 30" of cover cannot be maintained through a swale in the yard, the pipe may be installed with 18" of cover through the swale upon approval of the inspector.

ITEM 6 No building sewer shall be installed parallel and within five (5) feet of any

bearing wall (outside foundation) of a structure. The building sewer shall be installed perpendicular with the foundation to at least five (5) feet from the foundation. The building sewer shall be installed at uniform grade in a straight alignment insofar as possible. Changes in direction shall be made only with proper fittings with a maximum deflection of forty-five (45) degrees per fitting. A long radius elbow may be substituted in lieu of the forty-five (45) degree bends for gravity building sewers.

ITEM 7 Building sewers shall remain on the property of the permit holder only, unless,

an easement has been signed and recorded by adjoining property owners granting permission to construct and maintain a building sewer through the adjoining property. A copy of the recorded easement shall be given to the Sanitary Engineering Department to keep on file. In extraordinary circumstances, two (2) adjacent property owners may share the same trench in order to install individual building sewers. The trench shall be excavated directly on the property line which must be established by the property owners according to their deeds. The inspector shall reasonable concur with the established property line to make sure that each building sewer is located on its respectable property. The County shall not assume any liability for ensuring the building sewers are on their respectable properties. Additional written documentation shall be made by the inspector to keep in the customer's file for future reference.

ITEM 8 A sewer clean-out shall be installed at the point where the building sewer

meets the building drain outside of the foundation. Clean-outs shall be a minimum of four (4) inches in diameter. Additional clean-outs may be

installed along long stretches of building sewer at the property owners discretion. All clean-outs shall have water tight caps.

ITEM 9 The Sanitary Engineer has the authority to allow or disallow the use of any

material or construction methods for building sewers at any time. Acceptable material for gravity building sewers shall be as follows:

PIPE SPECIFICATIONS: PVC (Polyvinyl Chloride SDR 35) ASTM D3034 (also see ITEM 11 for pipe specifications for special provisions) JOINT SPECIFICATIONS: Elastomeric Seal (O-ring gasketed type) ASTM D3212 or ASTM F477

Joint assembly shall be made in conformance with the recommendation of the pipe manufacturer.

ITEM 10 The diameter of gravity building sewers shall be as follows: Single Family Dwellings 4" in diameter or 6" in diameter* Multi-Family Dwellings 6" in diameter minimum Commercial Establishments 6" in diameter minimum *The County recommends a 6" in diameter building sewer for single family dwellings, but a 4" diameter pipe will be approved.

Building sewers or collection sewers of eight (8) inches in diameter or larger shall require the installation of manholes and/or clean-outs as directed by the Ohio E.P.A. and the Sanitary Engineer. Engineered plans and specifications shall be required for building sewers or collection sewers eight (8) inches in diameter or greater.

If installing a gravity building sewer to a grinder pump, a Pressure Control Vent may be required on the gravity building sewer. Refer to Section 5.1.4 "Pressure Building Sewers and Grinder Pumps" for additional information on Pressure Control Vents.

ITEM 11 Any public or private utility service structure or line shall be maintained at a

minimum of five (5) feet horizontal clearance between said building sewer and said utility, except for water services and wells which shall be maintained at a minimum of ten (10) feet horizontal clearance from the sanitary sewer. If ten (10) feet horizontal clearance cannot be maintained between the building sewer and said water service or well, one of the following conditions must be met:

a. The water service and sanitary sewer shall be installed in separate

trenches, and the bottom of the water service has to be a minimum of eighteen (18) inches above the crown of the sanitary sewer; or,

b. The sanitary sewer shall be encased in concrete; or, c. The sanitary sewer shall be constructed of water line type materials which

will withstand a 50 p.s.i. water pressure test.

Acceptable water line type materials for sanitary sewers to meet condition (c) above shall be as follows:

PIPE SPECIFICATIONS for BUILDING SEWERS WITHIN 10' OF WATER SERVICE: P.V.C. Standard Water Pipe AWWA C-900 P.V.C. (Polyvinyl Chloride S.D.R. 21) ASTM D2241 P.V.C. (polyvinyl Chloride S.D.R. 26) ASTM D2241 JOINT SPECIFICATION: Elastomeric seal (O-ring gasketed) ASTM D3212 ITEM 12 Approved manufactured adapters shall be used to connect between dissimilar

pipe, sizes, or joints. "FERNCOS" shall only be permitted to be used to connect the building sewer to the building drain.

ITEM 13 All gravity building sewers shall be properly bedded with clean No. 67 (or No.

57) granular material free of frozen or lumpy material. A minimum of four (4) inches shall be required for bedding. Clean No. 67 (or No. 57) granular material shall then be placed and haunched around the pipe to four (4) inches above the crown of the pipe. The backfill material shall be free of frozen, lumpy, saturated, or other noncompactable material. All excavations in (or within 2 feet of) paved areas shall be backfilled with ODOT 304 material, or in accordance with the requirements of the road-opening permit, if stricter. Celotex material shall not be permitted for backfilling of sewer trenches.

ITEM 14 A recreational vehicle located on private property and required to connect to

the public sanitary sewer system in accordance with the Ohio Revised Code shall be required to install a "P" trap as specified for licensed recreational vehicle parks. The "building sewer" shall be installed vertically to above the surface of the ground, and if at all possible, above the 100 year flood elevation. A water tight cap shall be installed when the recreational vehicle is not in use. When the R.V. is in use, a regulation

flexible sewer hose (pipe) shall be used for connection. ITEM 15 Contractors shall be required to meet safety standards in accordance with

applicable O.S.H.A. guidelines. The County shall not be liable for contractors violating such regulations/guidelines. All building sewer excavations shall be adequately guarded with barricades, lights, and any other acceptable methods so as to protect the public from hazards. The County inspector shall reserve the right to immediately shut down a job that may appear to be hazardous or life threatening. Work will not be permitted to continue until the matter has been resolved.

ITEM 16 No property owner or contractor shall open any pavement on any public or

private property without first receiving written permission from the proper owner(s) or governing agency. In paved areas, the backfill shall be thoroughly compacted and a temporary surface of bituminous cold mix placed in the trench area. Permanent replacement of the pavement shall be with the same type of materials as were removed and approved by the proper

governing agency. All surplus excavated material shall be removed from the site to a location satisfactory to the County. The berms and pavement shall be left in substantially the same condition as it was beforeconstruction was started. All of the above mentioned work and material shall be performed in accordance with the standard specifications of the Ohio Department of Transportation, Ottawa County, Township officials, or other governing agencies.

ITEM 17 At all joints where the building sewer passes under another sewer, drainage

pipe, water main, or other utility, the utility passed under must be supported by 4" x 4" wood timbers, brick, or concrete masonry. Extra precautions will be required in backfilling and tamping the trench in order to avoid any danger of a break, settlement, or crack in the utility.

ITEM 18 All gravity building sewers shall be air or water tested by the property owner

or contractor under the supervision of the inspector. Testing procedures and requirements shall be in accordance with Section 7.0.0 of these construction specifications. During installation of the building sewer, a tee shall be installed where the building sewer meets the service connection. This tee shall be used for testing purposes only. After testing is complete, a water tight cap shall be placed on the tee prior to backfilling.

ITEM 19 An existing building sewer or a section thereof, may be used for the new

building sewer if it passes the testing procedure referred to in Item 18 and Section 7.0.0. Testing must be completed by the property owner or licensed contractor under the supervision of the County inspector prior to connecting to the public sewer main and at the expense of the property owner. Testing parameters, for purposes of this item shall comply with Section 7.0.3 (C)5a. Upon successful testing of the pipe and approval of the County inspector, the pipe may be utilized for the new building sewer. The property owner shall be responsible for all costs involved with verifying the condition of the pipe.

ITEM 20 When a property owner voluntarily makes a repair on an existing building

sewer or is required to make a repair on an existing building sewer, the property owner shall secure a repair permit from the Sanitary Engineering Department prior to making the repair. Said repairs shall be made in accordance with the "Rules and Regulations" and the "Construction Specifications." If a property owner makes a repair by adding, altering, or replacing one (1) length of standard pipe or less, the County inspector may waive any testing requirements if he/she feels that the said repair is watertight after a thorough inspection has been made. Otherwise, all repairs are subject to the testing requirements of these specifications.

ITEM 21 The property owner shall be responsible for properly abandoning the septic

tank at the time of connection to the public sanitary sewer. The waste material must be removed and disposed of properly. Abandoning the tank shall include collapsing the lid, filling the tank with a suitable material, such as sand or gravel. The County inspector shall make an inspection of the site. Results of the inspection shall be reported to the Ottawa County Health Department for additional follow-up, if necessary. Mechanical wastewater

treatment systems shall be abandoned in accordance with Ohio E.P.A. and the Ottawa County Health Department regulations.

ITEM 22 Any person or contractor doing work under County's "Rules and Regulations"

and "Construction Specifications" and who is responsible for the use of explosives or other dangerous materials shall abide by all applicable laws, which include Section 2923.18 of The Ohio Revised Code, application shall be made to the Ottawa County Sheriff and upon approval of a qualified applicant and payment of the fee, a license or temporary permit will be issued. A copy of the license shall be provided to the Sanitary Engineer to keep on file.

ITEM 23 All locations of sanitary sewers and appurtenances shall be subject to the

approval of the Sanitary Engineer or his authorized representative. ITEM 24 The property owner shall be responsible for the operations and maintenance

of their own building sewer or private collection system. Should the Sanitary Engineer determine that any building sewer or private collection system is not functioning properly, permitting excessive ground water infiltration to enter the public sewer, or is in any way affecting the proper operation of the public sewer collection system or treatment facilities, the property owner shall, at his/her own expense, correct the cause satisfactory to the Sanitary Engineer. If the property owner fails to act upon orders of the Sanitary Engineer to correct the building sewer or private collection system, the Sanitary Engineer shall disconnect the building sewer or system in the public right-of-way or easement area at the expense of the property owner.

ITEM 25 If a building sewer serves a structure with a basement or crawl space, it is

recommended that property owners install and maintain a gravity-operated, flapper type check valve to prevent potential backups. The check valve shall be constructed of PVC (polyvinyl chloride) with a Standard Dimension Ratio (SDR) of 35 and have “O-ring” gasketed type joints conforming to ASTM D3212 or ASTM F477.

5.0.0 EXECUTION OF PRESSURE SEWERS 5.0.1 SCOPE - This item shall include the furnishing and installation of Pressure

Sewers, of the types and sizes installed in open trench, or otherwise, as herein specified and as shown on the drawings. Also, included are provisions for service connections. Pressure Sewers (Force Mains) shall be of the PVC plastic pipe and fittings type.

5.0.2 PVC PLASTIC PIPE AND FITTINGS - PVC plastic pipe and fittings for force

mains shall meet the requirements of ASTM D2241, latest edition, and shall be SDR 21, SDR 26, Schedule 40, or Schedule 80. Pipe shall be jointed by means of a gasketed bell joint which shall be an integral and homogeneous part of the pipe barrel. Joints and gaskets shall conform to ASTM D3139 and ASTM F477, respectively. All fittings shall be Schedule 80. Pipe four (4) inches diameter and larger shall have a nominal laying length of 20 feet or 40 feet.

All PVC pipe installed shall be provided with detection tape and tracer wire. The detection tape shall be buried in the trench approximately 1-1/2 feet below the ground surface directly above the centerline of the pipe. The detection tape shall be two (2) inches wide; shall be an inert, bonded layer plastic with a metallized foil core; and shall be highly resistant to alkalis, acids, or other destructive chemical components likely to be encountered in soils. The tape shall be brightly colored to contrast with soil, shall bear an imprint reading "CAUTION: FORCE MAIN BURIED BELOW", and shall be TerraTape "D" as manufactured by the Griffolyn Company, similar tape as manufactured by Seton Name Plate Corporation, or equal. All costs for providing the detection tape and tracer wire shall be included in the price bid per lineal foot for the pipe. The tracer wire shall be #12 grade wire and be properly terminated at the top of all valve boxes.

5.0.3 CAST IRON, DUCTILE IRON, AND CONCRETE PIPE:

Cast Iron Pressure Pipe shall conform to ANSI A-21.6 or to AWWA C-106 and shall be of class or wall thickness specified herein.

Ductile Cast Iron Pressure Pipe shall conform to ANSI A-21.51 or AWWA

C-151 and shall be of class #52 except river crossing pipe which shall be class #55, 350 p.s.i. rated.

Fittings for Cast Iron and Ductile Cast Iron Pressure Pipe shall conform to ANSI A-21.10 or AWWA C-110.

Concrete Pressure Pipe - shall be prestressed concrete, steel cylinder type

or prestressed concrete embedded steel cylinder type conforming to AWWA C-301. The pipe reinforcement shall be designed as specified in AWWA C-301, and in conformance with the following minimum requirements:

- Internal design pressure shall be equal to the specified tests pressure.

- External design load shall be equal to the maximum combined earth and liveload including impact, calculated from information on the Drawings and available soil investigations. Transient liveloading shall be at least

equal to ASSHTO H20 under highways and Coopers E-80 under railroads.

Steel Pipe - Pipe shall be designed, fabricated, and installed in accordance with these specifications, the applicable "Good Practice" outlined in AWWA Design and Installation of Steel Water Pipe, and applicable AWWA C-200, C-201, C-203, C-205, and ASTM A-283. The pipe shall be manufactured of Grade B materials in accordance with the applicable AWWA Standards quoted above. It shall be supplied in nominal lengths approved by the Engineer. Not more than two (2) circumferential welds per joint will be permitted. Specials shall be fabricated of steel plate and designed for the same conditions as the pipe. Collars, stiffeners, and other reinforcement shall be used as required to obtain the necessary strength in all parts of the specials. A plate collar shall be welded around all outlet connections.

Cast Iron and Ductile Iron Pipe Joints - Pipe buried underground, unless otherwise specified, shall be jointed with rubber gasket (slip-on) type joints. The gasket shall be a single molded rubber fitted into a specially shaped recess in the bell forming a pressure tight seal. The spigot end of each pipe shall be marked to indicate when the pipe is "home". Fittings shall have mechanical joints unless otherwise specified or shown.

Pipe inside buildings or structures shall be joined with flanges unless otherwise specified. Flanges shall be ANSI 125# drilling, unless otherwise specified. Flanged joints shall be made up with full face 1/16 inch rubber gaskets, or stiff ring gaskets of asbestos fiber or of thickness and type to be approved by the Sanitary Engineer. Flanges shall be firmly bolted with machine, stud, or tap bolts of the proper size and number. Flange bolts shall meet the requirements of ANSI B 16.1.

Mechanical joints, wherever specified or shown, shall conform to ANSI A-21.11 (AWWA C-11).

Prestressed Concrete Pipe shall have a rubber O-ring gasket confined between two metal surfaces. The joint, materials, and its manufacture shall be in accordance with AWWA C-301.

Steel Pipe: Steel pipe buried underground, unless otherwise specified, shall have self-centering bell and spigot joints with rubber O-ring gaskets. Surfaces of the metal shall be smooth so as not to tear or injure the gasket. Design of the joint shall permit angularity up to 3 1/4. Design of the joint shall be submitted to the Sanitary Engineer for his consideration and approval before ordering any pipe.

5.0.4 COATINGS AND LININGS OF PRESSURE PIPE: A. Cast Iron and Ductile Cast Iron Pipe: 1. Interior Linings - (Cement Lining) Unless otherwise specified, pipe

interiors shall be covered with a standard thickness cement lining meeting ANSI A-21.4 and AWWA C-104. A seal coat of bituminous material shall be applied in conformance with the above Specs.

2. Exterior Linings - (Bituminous Coating) All cast pipe buried underground

shall be coated on the outside with a standard coating of coal tar or asphalt, 1 mil thick unless otherwise specified. Where approved, the bituminous material specified for interior lining may be used for exterior coating of pipe buried underground.

(Painting) All cast pipe used within buildings and structures, and which are to receive field coats of paint shall not be coated with any black bituminous paint. Such pipe, after proper cleaning, shall be painted with one coat of primer paint that will be compatible with the field coats. Painting specifications shall be followed for cleaning and painting.

B. Prestressed Concrete Pipe and Asbestos - Cement Pipe: 1. These types of pipe require no special interior or exterior lining or

coating, unless otherwise specified. C. Steel Pipe: 1. The inside of steel pipe shall be shop lined with centrifugally spun

cement mortar lining or field applied-in-place cement lining, in accordance with AWWA C-205 and C-602. Materials shall be in accordance with those for spun cement linings as AWWA C-301 "Reinforced Concrete Water Pipe - Steel Cylinder Type, Prestressed." If pipe is field lined, it shall be given an inside shop coat of bituminous primer after sandblasting before shipment to the site.

2. The outside of all steel pipe shall receive a coat of an approved

bituminous primer, followed by a coat of coal tar enamel into which shall be bonded a single layer of asbestos felt wrap, and finished with a single wrap of kraft paper. All materials and application procedures to be in full accordance with the pertinent sections of AWWA C-203. Protective coatings are to be shop applied.

5.0.5 PIPE LAYING:

Pipe sections shall be strung along the route of construction so as to interfere least with pedestrian and vehicular traffic and to protect the pipe as fully as possible. Care shall be taken at all times in handling the pipe so as not to

injure it in any way and at no time shall other pipes or material be placed in the pipes.

The pipes shall be laid in the locations and at the grades shown on the approved drawings, except as specifically permitted or ordered otherwise by the Sanitary Engineer in order to avoid existing or proposed utility lines or any other obstructions encountered in the progress of the work; to secure a more readily accessible position for trenching; or to facilitate the location of various appurtenances of the pressure sewers.

All utilities, when encountered, shall be adequately supported, shored up or

otherwise protected whenever exposed in the excavation. Timber supports shall be a minimum of six (6) inches square. Supports shall extend into un-disturbed earth a minimum of 12 inches each side of the trench and the pipe, conduit, etc. banded or tied to the bridging for its full strength. Where bridging cannot be supported by a firm foundation, the Contractor shall provide vertical support for the bridging, including any lateral bracing necessary to provide a firm and substantial support. Supports, bracing, etc. shall be of native hardwood and shall be paid for as wood sheeting and bracing. When abrupt changes in grade are necessary to avoid existing utilities or other obstructions, suitable fittings, usually 1/8 bends, shall be used unless otherwise specified, so as to secure an easy flow of liquid and to provide sufficient cover below the same.

All pipes shall be thoroughly cleaned inside and outside before being lowered into the trench; shall be kept clean during and after laying; and the end of the pipe shall be plugged to exclude water, animals, or other matter when pipe laying is stopped for any reason.

All pipe fittings and specials shall be laid in accordance with the manufacturer's instructions, AWWA C-600, and as supplemented herein.

Suitable tools and appliances for cutting, handling, and laying of the pipes and special castings shall be used and care shall be taken to prevent damage to the pipe coatings.

Where new or existing pipe requires cutting in the field, it shall be done in a manner to leave a smooth end at right angles to the pipe centerline. The finished cut must be approved by the County inspector on the job.

Pipe and appurtenances shall be installed true to line, grade, and location; with joints centered, spigots home; pipe properly supported and restrained against movement; and all valve stems plumb.

All elbows, tees, plugs, etc., shall be properly anchored, blocked, or otherwise closed with a watertight plug to the approval of the inspector before leaving the work for the night, and at other times of interruption of the work. All pipe ends which are to be permanently closed shall be plugged or capped and restrained against internal pressure.

Just prior to joining the pipes, the surfaces of the joint rings shall be wiped clean and the joint rings and rubber gaskets shall be liberally lubricated with an approved type of vegetable oil soap. The spigot end, with the gasket placed in the groove, shall be entered into the bell of the pipe already laid, making sure that both pipes are properly aligned. Before the joint is fully "home", the position of the gasket in the joint shall be determined by means of a suitable feeler gauge supplied by the pipe manufacturer. If the gasket is found not to be in proper position, the pipes shall be separated and the damaged gasket replaced. The pipe is then forced "home" firmly and fully. In its final position, the joint between the pipes shall not be deflected more than 1/2 inch at any point.

5.0.6 ANCHORS AND SUPPORTS - Concrete anchors and supports (thrust

blocks) shall be provided at all fittings, valves or changes in direction of the pipe. They shall be constructed of Class I concrete and shall be placed against firm undisturbed soil. All plugs or caps shall be securely strapped or blocked. The cost of all anchors and supports shall be included in the price per lineal foot for the sewer mains.

5.0.7 PIPE EMBEDMENT - After the pipe has been laid and the joints made, the

full length of each pipe shall be thoroughly bedded by tamping fine excavated material under, around and over the pipe for a distance of 6 inches above the top of the pipe barrel. All pipe embedment material shall be placed in layers not exceeding 6 inches in thickness, loose measurement, and securely compacted by hand or mechanical tamping to secure a good compaction while taking care not to displace or damage the pipe or joints. Granular material used for bedding and backfill over, under, around the sewer shall contain less than 1% gypsum by weight. The contractor shall supply the county with certification, which states the percentage of gypsum contained in the backfill material being used on the job. During construction random samples may be collected by the county as it is being placed in the trench. Each sample may be tested by the county at an independent laboratory. If the granular material has more than 1% gypsum the County shall have the right to require the contractor to remove and replace, with acceptable material, to the point which the last approved sample was collected

5.0.8 BACKFILLING - Backfilling shall be as previously specified in Section 4.1.6,

except no separate payment will be made for granular backfill or for low strength mortar backfill.

5.0.9 STEEL ENCASEMENT PIPE - Where shown, the pipes shall be installed

within welded steel encasement pipe. The encasement pipe shall be bituminous coated on the outside. The size and minimum wall thickness of the encasement pipe shall be as shown on the drawings and is based on steel pipe having a minimum tensile strength of 60,000 psi and a minimum yield strength of 35,000 psi. The wall thickness shall be adjusted as necessary for other grades of pipe.

The encasement pipe shall be installed by boring and jacking and in such a manner so as to allow the pipe to be laid at the grade shown. The pipe shall be blocked in place within the encasement pipe to prevent shifting or floatation, and the ends of the encasing pipe shall be blocked up in such a way as to prevent the entrance of foreign material, but allowing leakage to pass in the event of same within the encasement pipe.

The property owner shall secure all the necessary permits and pay the cost of all necessary inspection. No work shall begin until a permit has been issued. The Contractor shall be responsible for meeting the requirements of the governing authority, which may include approval of equipment to be used, for installation of the encasement pipe and for providing same with the required notification prior to the start of such work. The County shall not be responsible for any additional cost to the Contractor as the result of his failure to meet any of the governing authorities requirements.

The furnishing and installation of steel encasement pipe will be paid for on a price per lineal foot basis for the sizes of encasement pipe, installed complete. The cost of the pipe within the encasement pipe will be paid for at the price bid per lineal foot for normal pipe laying.

5.1.0 SERVICE CONNECTIONS - Service connections shall be 1 1/2 inches in

diameter for pressure sewers, and shall be installed from the sewer main to the right-of-way or easement line, as applicable for existing and future houses and businesses. Installation of service connections shall include all required Schedule 80 fittings. Locations and depths of service connections, where shown on the drawings, are approximate only. Final locations will be established at the time of construction. The ends of service connections shall not be backfilled until the location is referenced.

Service connections for pressure sewers shall include the tapping of the pressure sewer as required. The requirements for construction shall, in all respects, comply with those specified for main sewers, except pipe shall be SDR 21, SDR 26, Schedule 40, and fittings shall be Schedule 80 with solvent weld joints as shown on the detail drawings.

Service connections shall be paid for at the price bid per lineal foot, installed complete, and shall be the length from the connection to the main sewer the end of the service connection. Lengths shall include the lengths of fittings laid in the service connection.

Each pressure sewer service connection shall be provided with an assembly

including a check valve (KING KSC-1540-S), ball valve (FORD B11-666), and valve box for installation in the discharge line between the grinder pump and the sewer main to ensure maximum protection against backflow in the event of a sewer main break.

Check valves (KING KSC-1540-S) shall be 1 1/2" diameter gravity-operated flapper type with a full-ported passageway when open and shall introduce a

friction loss of less than six (6) inches of water at maximum rated flow. A non-metallic hinge shall be an integral part of the flapper assembly providing maximum degrees of freedom for assured seating at a very low back pressure. The valve body shall be made of PVC compatible with 1 1/4" PVC solvent weld system.

Valve boxes shall be constructed of a good grade of cast iron; shall be coated and shall be of the three piece screw type; shall be a 5 1/4 inch shaft when installed in roadways and driveways; shall be provided with a heavy neat fitting cover having the word "SEWER" cast on the top. The base of the valve box shall cover the entire bonnet section of the valve. Valve boxes shall have sufficient length for the depth of the cover shown. The top of the cover shall be flush with the surrounding surface with each section properly engaged.

5.1.1 FLUSHING AND CLEANING - The main shall be flushed and cleaned before

the work is accepted. 5.1.2 GROUNDWATER PROTECTION - In order to avoid ground water

contamination's, the following steps for Groundwater Protection shall be implemented:

1. Install a nine (9) inch clay cap across the width of ditch spanning the rock-

soil interface. 2. Install vertical clay dams in trenches. The spacing of manholes will

determine the location of the vertical clay dams. Where manholes are spaced 200 feet or greater apart, two (2) dams will be installed; one at the upstream side of the downhill manhole and one located midway between the two manholes. If the spacing between two manholes or a manhole and a cleanout is less than 200 feet, then one vertical clay

dam shall be installed at the upstream side of the downhill manhole. Where manholes are spaced greater than 400 feet apart, such as for pressure sewers, the maximum allowable distance between the clay dams shall not exceed 200 feet.

3. Where leach fields are intercepted by trenches, line trench walls and floor

with minimum 3/16 inch thick bentonite panels for 20 feet on either side of any leachate field tile to seal off leachate.

4. Contractor to prevent surface runoff from entering trenches. In the event a private well is affected by construction activities of the Contractor, the following procedure shall be implemented: 1. Water usable, but it is discolored- Contractor to furnish resident with five (5) gallons of potable water. 2. Water not usable or loss of supply- a. Connect water supply to neighbor-short term

(permission must be obtained from the local water authority) b. Restore well c. Provide portable water system d. Drill new well

The County's liaison person shall be notified of actions of the Contractor to resolve complaints received by the Contractor and the County. The County will have sole authority (not the Contractor) for determining whether an existing owner's well has or has not been affected by the construction activities and what measures shall be taken to provide a water supply to the affected owner.

5.1.3 SEEDING - The Contractor shall seed all lawns and all other earth areas

disturbed in the performance of his work. The Contractor shall take special care to insure that backfilling over trenches and other excavations is well compacted prior to seeding. If settlement occurs after the seeding is completed and during the duration of the term of the Contract, the Contractor shall fill the settled areas with approved topsoil, refertilize, andreseed the areas as herein specified. Lawn areas shall be as determined by the County and the Engineer.

In all lawn areas to be seeded, a 4 inch layer of loose, friable, loamy topsoil shall be provided. Topsoil shall be free of refuse or any foreign materials, and shall contain not less than five (5) percent nor more than twenty (20) percent organic matter. Topsoil shall be denuded of all burnable materials prior to stripping and shall be free of subsoil. The surface of the topsoil and all other areas to be seeded shall then be raked, rolled, and graded smooth with adjoining areas. All wheel marks or other evidence of damage

shall be similarly carefully prepared for seeding.

After the topsoil has been applied and leveled as above specified, all areas to be seeded shall be given an application of an approved commercial fertilizer, applied at the rate of 20 pounds per 1,000 square feet. The fertilizer shall be obtained from a dealer or manufacturer whose brands and grades are registered or licensed by the Ohio Department of Agriculture. Immediately prior to seeding, the area shall be raked sufficiently to thoroughly mix the fertilizer with the topsoil.

Seed used in lawns shall have the following mixture: Kentucky Bluegrass 40 percent by weight Creeping Red Fescue 40 percent by weight Annual Ryegrass 20 percent by weight Seed for all other earth areas shall have the following mixture: Perennial Ryegrass (Lolium perenne) 90 percent by weight Alsike Clover (Trifolium hybridum) 10 percent by weight

If certain disturbed lawns are of better quality than the specified seed will produce, as determined by the Engineer, the Contractor shall furnish seed for

these specific lawns that will produce a lawn of equal quality. The extra cost for the better quality seed shall be the actual invoice price differential between the seeds.

The seed shall be approved by the Ohio Department of Agriculture, Division of Plant Industry. Only unmixed seeds shall be purchased unless certified as to quality and mixture. All mixing shall be done at the project site, from the original packages, in the presence of a representative of the County or the Engineer.

The specified seed shall be uniformly sown at the rate of four pounds per 1,000 square feet in lawn areas and three pounds per 1,000 square feet in all other areas. Seed shall be sown dry or hydraulically. No seeding shall be done during windy weather or when the ground is frozen, muddy, or otherwise non-tillable. After seeding, the ground shall be raked so as to cover the seed to a depth of approximately 1/4 inch and the area covered with a non-toxic mulching material such as wheat or oat straw. Mulching material shall be placed over all seeded areas at the rate of approximately 2 tons per acre for straw and 3 tons per acre for hay, when seeding is performed between the dates of March 15 and October 15, and at the approximate rate of 3 tons per acre for straw and 4 1/2 tons per acre for hay, when seeding is performed between the dates of October 15 and March 15 of the succeeding year. The mulching material shall be securely tied down or otherwise kept in place by a method approved by the Engineer. In the event any mulching material is displaced, it shall be replaced, but only after the seeding, and other work preceding the mulching, damaged because of the displacement of the mulching material has been acceptably repaired.

For mulching, an exception to the above shall be made for areas having a slope of 3:1 or greater. Such areas shall be mulched with an erosion control fabric of a knitted construction of yarn with uniform openings interwoven with strips of biodegradable paper. The yarn shall be of polypropylene, with denier and stabilizers as selected by the manufacturer for the permanence required by the conditions of installation. The fabric shall be Hold/Gro as manufactured by BW Industries, or equal, and shall be placed in strict accordance with the manufacturer's instructions.

The Contractor shall properly protect and care for all lawn areas until the grass is a well established dense uniform growth at least 4 inches high. At that time, first all excess mulch shall be removed from seeded areas, and then all grass shall be mowed. The Contractor shall be responsible for the grass for two weeks after this mowing. If the grass shows a good growth and a dense stand at this time, the Contractor's obligations shall have been fulfilled except for the repair of future settlement.

For all seeded areas, any spots that do not show a prompt "catch" shall be reseeded at intervals of 21 days, which shall continue until a good growth is established over the entire seeded area. The methods pursued in the renewal or replacement of lawn areas shall be as herein specified. Areas

damaged due to acts of neglect by residents or vandalism shall be resown only at the request of and at the expense of the Owner.

5.1.4 PRESSURE BUILDING SEWERS AND RESIDENTIAL GRINDER PUMPS Installation of pressure building sewers, service connections, and taps on the low pressure sewer main shall be the responsibility and costs of the property owner. All construction shall be in accordance with the County's specifications. Installation of said services shall be made by the property owner, an immediate family member, or a contractor licensed with the Sanitary Engineering Department. An "immediate family member" shall be defined as a current spouse, parent, stepparent, child, stepchild, brother, sister, stepbrother, stepsister, mother-in-law, father-in-law, and grandparents.

ITEM 1 Each property owner shall be required to secure a permit to connect or repair

a building sewer. The building sewer shall be installed and tested in accordance with the County specifications. All work shall be inspected by an authorized representative of the Sanitary Engineer.

ITEM 2 Permits shall be valid for a period of 120 days from the date of issuance. The

property owner or contractor shall give the County 24 hours notice prior to commencing work. No work shall be covered until the inspector has reviewed and approved the work. Any work covered prior to approval shall be uncovered by the property owner or contractor at their expense.

ITEM 3 A separate and independent service connection and building sewer shall be

made for each building or structure unless otherwise approved by the Sanitary Engineer. Common pressure service connections are acceptable when a (2012 or 2014) G.P.2 or duplex grinder pump services more than one structure.

ITEM 4 If a service connection is not available, the property owner or licensed

contractor shall make a new tap on the low pressure sewer main. A "Stainless Seal" service saddle as manufactured by ROMAC INDUSTRIES shall be used when making a tap on a low pressure sewer main of four (4) inches in diameter or larger. A new tee with a repair (slip) coupler shall be used as taps on low pressure mains less than four (4) inches in diameter. All materials and methods used for tapping the main shall be as specified or as approved by the Sanitary Engineer. A minimum of 1 1/2" diameter pipe shall be used for pressure service connections. All taps on the main and service connections shall be bedded and surrounded with No. 67 (or No. 57) granular material. All low pressure service connections shall be a minimum of four (4) feet deep from the crown of the pipe to the surface of the ground. All taps on sewer mains shall be under the supervision of the County inspector. a. Property owners or licensed contractors installing/connecting a new

service connection (public portion), including all public appurtenance, to a public main shall guarantee the workmanship and materials of said service connection and appurtenances for a period of one (1) year from the date of final inspection by the O.C.S.E. inspector. In the event a problem occurs within the one (1) year warranty period, the installer and/or property owner shall make the necessary repairs as soon as reasonably possible. If any problems occur that constitute an emergency which may

jeopardize the public system, the O.C.S.E. may elect to make the emergency repairs and invoice the original installer of the service connection and/or the property owner for all labor, equipment, and materials cost incurred by the County. Said invoice shall be due and payable by the installer and/or property owner within 30 days of the date of said invoice. Invoices not paid in the designated time period shall be assessed a 10% penalty.

ITEM 5 At the end of the pressure service connection (at the right-of-way or

easement line), a curb stop (valve) and curb box shall be installed. Valve boxes shall be constructed of a good grade of cast iron; shall be coated and shall be of the three (3) piece screw type; shall be provided with a heavy neat fitting cover having the word "SEWER" cast on top. The base of the curb (valve) box shall cover the entire bonnet section of the valve. Valve boxes shall have sufficient length for the depth of the cover shown. The top of the cover shall be flush with the surrounding surface with each section properly engaged. Typical size curb stop and box specifications shall be as follows:

CURB STOP (ball valve): 1 1/2" x 1 1/2" MPT (BRASS) ball valve FORD B11-666 CURB BOX (valve box): "Buffalo" type box (lid - SEWER) TYLER 6500 series

Each pressure service connection shall have a check valve between the grinder pump and within eighteen (18) inches of the curb stop (ball valve) to ensure maximum protection against backflow in the event of a sewer main break or problem. The check valve shall be a gravity-operated flapper type with a full-ported passageway when open and shall introduce a friction loss of less than six (6) inches of water at maximum rated flow. A non-metallic hinge shall be an integral part of the flapper assembly providing maximum degrees of freedom for assured seating at a very low back pressure. The valve body shall be made of PVC. The specifications for typical size check valves are as follows:

CHECK VALVES: Gravity-operated flapper type KING BROS. 1 ½” x 1 ½” F.I.P. (2010 or 2012) ITEM 6 The Sanitary Engineer has the authority to allow or disallow the use of any

material or construction methods for buildings sewers, service connections, and taps at any time. All joints shall be made with in accordance with the manufacturer's recommendations. Service pipe specifications shall be as follows:

PRESSURE PIPE SPECIFICATIONS:

H.D.P.E. (Polyethylene Tubing SDR 9) ASTM D2737 - 1 ½” diameter pipe for 2010 or 2012 - 2” diameter pipe for 2014 models - mechanical compression connections - insert stiffeners for connections PVC (Polyvinyl Chloride SDR 21) ASTM D2241* PVC (Polyvinyl Chloride SDR 26) ASTM D2241* *larger diameter pressure building sewers or collection sewers (greater than two (2) inch in diameter). PRESSURE PIPE FITTINGS/JOINTS: Polyethylene Tubing Mechanical compression w/insert stiffeners PVC (joints for SDR 21 and SDR 26) ASTM D3212 ITEM 7 Low pressure service connections, building sewers, and force mains with a

diameter of less than two (2) inches shall be bedded with four (4) inches of No. 67 (or No. 57) granular material free of rocks or frozen material. Low pressure service connections and building sewers with a diameter of two (2) inches or greater may be installed without granular bedding provided the trench bottom is smooth and free of rocks, clods, and frozen material. Low pressure pipe installed without granular bedding, as stated above, shall be installed in accordance with the pipe manufacturer's recommendations and shall be subject to the approval of the inspector. All pressure pipe installed in areas of rock shall be bedded at all times.

ITEM 8 Low pressure sewer pipe shall be carefully embedded, tamped, and backfilled

excavations in paved areas (or within 2 feet of paved areas) shall be backfilled with ODOT 304 material, or in accordance with the requirements of the road-opening permit (if applicable), if stricter. Celotex type material shall not be permitted in sanitary sewer trenches. Granular material used for bedding and backfill over, under, around the sewer shall contain less than 1% gypsum by weight. The contractor shall supply the county with certification, which states the percentage of gypsum contained in the backfill material being used on the job. During construction random samples may be collected by the county as it is being placed in the trench. Each sample may be tested by the county at an independent laboratory. If the granular material has more than 1% gypsum the County shall have the right to require the contractor to remove and replace, with acceptable material, to the point which the last approved sample was collected

ITEM 9 Any public or private utility service structure or line shall be maintained at a

minimum of five (5) feet horizontal clearance between said building sewer and said utility. It is recommended that pressure sewer pipe be located at least eighteen (18) inches below water service lines.

ITEM 10 All pressure building sewers and service connections shall be water tested by the property owner or licensed contractor under the supervision of the County inspector. Testing procedures and requirements shall be in accordance with Section 7.0.0 of these construction specifications. Upon approval by the County inspector, careful backfilling may commence.

ITEM 11 Grinder pumps shall be purchased by the property owner unless the property

meets the following conditions as determined by the Sanitary Engineering Department:

1. The vacant property being developed for a single family dwelling fronts a

low pressure sanitary sewer main installed as part of the original Portage/Catawba Island Sewer Project; and,

2. The vacant lot being developed for a single family dwelling must have

been in existence, as recorded in the Sanitary Engineering Department, on or before September 29, 1989 (example - parcels split after 9/29/89 shall not be eligible for a County provided grinder pump. Only one grinder pump shall be provided for one of the split lots within the original parcel); and,

3. The vacant lot had to have been assessed under the original

Portage/Catawba Island Assessment role and having a property status multiplier of either 0.5 or 0.25.

4. The cost of the grinder pump or the reimbursement of the grinder pump

does not exceed $3,500.00 (County to pay only up to $3,500.00). ITEM 12 Residential grinder pumps shall be as manufactured by Environment One

Corporation (E-1). Grinder pumps shall be installed by the property owner or licensed contractor in accordance with these specifications and under the recommendations of the manufacturer. Upon successful installation, start-up, and the securement of an easement for access to the grinder pump, the County shall assume ownership, operations, and maintenance of said grinder pump. The buried electrical wires controlling the grinder shall remain the ownership and responsibility of the property owner.

ITEM 13 The property owner or licensed contractor shall be responsible for burying the

two (2) direct burial electrical cables in accordance with the County Building Standards codes and regulations for the control and alarms of the grinder pump. The wires shall be buried at a minimum depth of twenty-four (24) inches. Wires placed in a rigid non-metallic conduit shall be at a minimum depth of eighteen (18) inches. If the wires are placed in a rigid metal conduit, the minimum depth shall be six (6) inches. The property owner or licensed contractor shall leave at least two (2) feet of the wires exposed and coiled at the outside of the grinder pump near the inlet "eyes" into the grinder pump. At the structure, the property owner or licensed contractor shall install the wires in a rigid conduit from under-ground into the grinder pump control panel

on the structure with at least one (1) foot extra of the wires coiled in the control panel.

ITEM 14 The grinder pump electrical control panel shall be installed by the property

owner or licensed contractor on the main structure located on the same property as the grinder pump. Typically, the panel shall be near the structures electric meter and within site of the grinder pump, when possible. The power for the grinder pump and alarm system shall come from the property owner's structure. The property owner or licensed contractor shall connect the power supply of the structure to the control panel in accordance with State and local codes and in accordance with the electric utility's regulations. County personnel shall make the final electrical connection of the direct burial wires to the grinder pump unit and to the pre-energized control panel. County personnel shall then install and "start-up" the grinder pump core when operations of the grinder pump are ready to begin.

ITEM 15 All grinder pumps shall be properly vented in accordance with the

manufacturer's requirements. The manufacturer's requirements include three (3) options that are available to vent the grinder pump properly:

#1 This option is only available if the grinder pump is equipped with a

special opening through the side of and near the top of the grinder pump can (accessway). This design will allow for the installation of a Pressure Control Vent inside the accessway to vent the wet well of the grinder pump.

#2 A Pressure Control Vent can be installed anywhere along a six (6) inch

in diameter gravity building sewer. This option will allow the property owner to conceal the Pressure Control Vent near the structure if so desired.

#3 A Pressure Control Vent can be installed on a four (4) inch in diameter

gravity building sewer only if the vent is located within six (6) feet of thegrinder pump inlet.

Grinder pumps, such as G.P. 2s (2012) and Duplex G.P.s (2014), shall have all incoming building sewers vented in accordance with one of the three (3) options stated above. When option #3 above is utilized for multiple incoming building sewers, the Pressure Control Vents from each incoming sewer may be connected underground with one vent pipe rising above the surface of the ground.

In no case, shall the Pressure Control Vent be smaller than two (2) inches in diameter. The above ground section of the vent pipe shall extend up into a 180 degree elbow with the opening of the vent (elbow) being above the 100 year flood elevation of 578 and no less than eight (8) inches above the surface of the ground. The opening to the vent shall be entirely covered by protective screening material.

All Pressure Control Vents shall be properly braced or reinforced for protection by using supporting backfill material. If the vent is backfilled with stone or other non-compactible material, additional bracing, such as a stake, shall be installed for support. The installation of Pressure Control Vents shall be subject to the approval of the County inspector.

ITEM 16 All gravity building sewers connecting to residential grinder pumps shall be

subject to the specifications of Section 4.1.9 "Gravity Building Sewers" of these construction specifications.

ITEM 17 No building sewer shall be installed parallel and within five (5) feet of any

bearing wall (outside foundation) of a structure. The building sewer shall be installed in a straight alignment insofar as possible.

ITEM 18 Building sewers shall remain on the property of the permit holder only, unless,

an easement has been signed and recorded by the adjoining property owners granting permission to construct and maintain a building sewer through the adjoining property. A copy of the recorded easement shall be given to the Sanitary Engineering Department to keep on file. Common pressure building sewers and service connections shall only be permitted when two (2) or more property owners are sharing a grinder pump as permitted by these specifications and the rules and regulations.

ITEM 19 Contractors shall be required to meet safety standards in accordance with

applicable O.S.H.A. guidelines. The County shall not be liable for licensed contractors violating such regulations/guidelines. All building sewer excavations shall be adequately guarded with barricades, lights, and any other acceptable or necessary methods so as to protect the public from hazards. The County inspector shall reserve the right to immediately shut down a job that may appear to be hazardous or life threatening. Work shall not be permitted to continue until the matter has been resolved.

ITEM 20 No property owner or contractor shall open any pavement on any public or

private property without first receiving written permission from the proper owner(s) or governing agency. In paved areas, the backfill shall be thoroughly compacted and a temporary surface of bituminous cold mix placed in the trench area. Permanent replacement of the pavement shall be with the same type of materials as were removed and approved by the proper governing agency. All surplus excavated material shall be removed from the site to a location satisfactory to the County. The berms and pavement shall be left in substantially the same condition as it was before construction was started. All of the above mentioned work and material shall be performed in accordance with the standard specifications of the Ohio Department of Transportation, Ottawa County, Township officials, or other governing agencies.

ITEM 21 Any person or contractor doing work under the County's "Rules and Regulations" and "Construction Specifications" and who is responsible for the use of explosives or other dangerous materials shall abide by all applicable laws, which include Section 2923.18 of The Ohio Revised Code, application shall be made to the Ottawa County Sheriff, and upon approval of a qualified applicant and payment of the appropriate fees, a license or temporary permit will be issued. A copy of the license shall be provided to the Sanitary Engineer to keep on file.

ITEM 22 All locations of sanitary sewers and appurtenances shall be subject to the

approval of the Sanitary Engineer or his authorized representative. ITEM 23 The property owner shall be responsible for the operations and maintenance

of their own building sewer. Should the Sanitary Engineer determine that any building sewer is not functioning properly, permitting excessive ground water infiltration to enter the public sewer, or is in any way affecting the proper operation of the public sewer collection system and treatment facilities, the property owner shall, at his/her own expense, correct the cause satisfactory to the Sanitary Engineer. If the property owner fails to act upon orders of the Sanitary Engineer to correct the building sewer, the Sanitary Engineer shall disconnect the building sewer in the public right-of-way or easement area at the expense of the property owner.

(see APPENDIX "A" for pressure building sewer and grinder pump drawings)

6.0.0 MANHOLES AND APPURTENANCES 6.0.1 SCOPE - Under this Section, the Contractor shall furnish and construct

precast concrete manholes, including drops and manhole stacks of types and at locations shown on the Drawings and schedule.

This Section includes removing existing structures, additional excavation to widen and deepen sewer trenches for manhole construction, furnishing and installing concrete of classes called for, Portland cement mortar, reinforcing steel, precast concrete pipe integral base sections, bottom riser sections, transition sections, and riser sections, eccentric cones, flat slab tops and adjusting rings, flexible manhole connections, pipe for drop connections, manhole steps, manhole frames and covers, plugging, lifting holes, pointing joints, forming channels through manhole bottoms, making watertight connections to new and existing sewers, and other work incidental to manhole construction.

6.0.2 DEFINITIONS:

Manhole Stacks - Manhole stacks shall mean 4 feet diameter manholes used for access to reinforced concrete manhole chambers and precast manhole riser tee sections.

Type I Manholes - Type I manholes shall mean 4 feet diameter manholes with precast integral base sections. Type I manholes are intended for installation on sewers 18 inches diameter and smaller.

Type II Manholes - Type II manholes shall mean manholes with 5 feet diameter precast integral base sections. Type II manholes are intended for installation on 21 inch and 24 inch diameter sewers.

Type III Manholes - Type III manholes shall mean manholes with 4 feet diameter bottom riser sections with cut-outs installed on cast-in-place concrete bases. These manholes are intended for installation to connect existing sewers and elsewhere as called for on the Drawings.

Type S Manholes - S following manhole type shall mean the designated type manhole constructed with a precast flat top in lieu of a precast cone.

6.0.3 PRECAST CONCRETE PIPE MANHOLE SECTIONS - Precast concrete pipe

manhole sections, transition sections, eccentric cones, flat slab tops, and grade rings shall conform to ASTM C-478. Reinforcing in transition sections shall be equal to that specified for wall sections of the larger diameter.

Joints shall be O-ring type conforming to ASTM C-443.

The standard length of riser sections shall be 48 inches. Lengths of 32 inches or 16 inches shall be used to meet required dimensions and as specified.

Openings for connecting pipes in riser sections, bottom riser sections, and integral base sections, and for access in flat slabs shall be performed or cored by the manufacturer, except "cut-out" openings may be made in bottom riser sections for Type III Manholes. Cut-out openings shall be made immediately after the pipe is removed from the casting form. All cored openings for sewer pipe connections shall have flexible joints.

Precast integral base sections shall be of monolithic construction. The bottom of the section shall be 6 inches thick minimum and contain 0.32 square inches minimum of steel reinforcing each way in top of the slab. Walls shall meet ASTM C-478.

Specified manhole steps shall be factory installed to provide a continuous ladder of 16 inches C/C rung spacing. Steps shall be placed in the forms and cast in pipe wall or placed immediately after the pipe is removed from casting and carefully mortared in place with nonshrink mortar to insure a watertight joint. If the outer surface of the pipe wall is pierced, the patch shall be completely covered with a bituminous sealer.

Where pressure tight manhole frames and covers are called for, threaded inserts shall be cast in eccentric cones or flat slab tops and holes formed or cored in adjusting rings to match bolt size and spacing specified for manhole casting. The interior of all public manholes shall be protected by applying a 100% solids, two component, polyurea, or an approved urethane resin based material. Walls, benches, and invert surfaces shall be coated. The coating product shall be Spray Wall as manufactured by SprayRoq, or approved equal. Prior to the application of any product, approval must first be obtained from the Ottawa County Sanitary Engineering Department. The product shall be installed in accordance with the manufacturer’s recommended procedures and include a five (5) year warranty against all defects in materials and workmanship. The contractor shall repair defects in materials or workmanship which may develop during the five year period, and any damage to other work caused by such defects or the repairing of the same, at his own expense and without cost to the County.

The finished coating shall meet or exceed the following physical properties: Tensile Strength (ASTM D412), > 7,000 psi Compressive Strength (ASTM D695) > 10,500 psi Elongation (ASTM D412) > 80% Tear Strength, PLI (ASTM D624) > 1,000 Volatile Matter Content (ASTM D2584) 0% Durometer Hardness, Shore D (ASTM D 2240) > 70 Shrinkage (ASTM D2566) < .50% Initial Flexural Modulus (ASTM D790) >700,000 psi Density (ASTM D 790) 83 +/- pcf Bond Strength shall exceed tensile strength of underlying concrete

Prior to coating, surfaces shall be prepared/repaired in accordance with the manufacturer’s recommendations. The applicator shall enforce quality control procedures for the surface preparation and coating application consistent with ASTM and NACE standards and manufacturer’s recommendations. The applicator shall use equipment adequate in size, capacity, and number sufficient for the work. The applied thickness shall be a minimum of 125 mils for new manholes and 350 mils for rehabilitation/protection of existing manholes. The contractor shall submit a method of testing the thickness of the liner for approval. Constant high pressure application is required to ensure uniformity of thickness throughout the structure. Hand toweling, brushing, or similar methods of application are not acceptable. Once the coating has cured/set, visible discontinuities shall be repaired and the applicator shall conduct a high-voltage holiday (spark) detection test. An induced holiday shall be made onto the lined concrete surface and shall serve to determine the minimum/maximum voltage to be used to test the system for holidays at that particular area. The spark tester shall be initially set at 400 volts per 1 mil (25 microns) of film thickness applied, but may be adjusted as necessary to detect the induced holiday. The minimum applied voltage shall be 100 volts per mil of film thickness. All detected holidays shall be marked and repaired in accordance with the manufacturer’s recommendations. The interior of privately owned, operated, and maintained manholes only may be coated with a coal-tar epoxy over the entire interior surface of the manhole per the standards of the O.C.S.E. If coal-tar epoxy is applied a chimney seal with a minimum 26” diameter manhole frame in conformance with 6.1.7 shall be installed. Also, following the setting of the coating, a vacuum test shall be performed and witnessed by the County. The vacuum test shall be in accordance with ASTM C1244 and Section 7.07 of these specifications. 6.0.4 MANHOLE STEPS - Manhole steps shall be of polypropylene plastic

reinforced with a 1/2 inch No. 60 grade reinforcing rod as detailed on the Drawings. Steps of similar cross section and dimensions may be submitted for approval. Cast iron or aluminum manhole steps will not be permitted.

6.0.5 MORTAR - Mortar used for the structures herein specified shall conform to

ASTM C-270 Type S, containing no masonry cement. The mortar shall be composed of one part Portland cement and two parts sand by volume.

Materials for nonshrinking mortar shall be as specified in Section 4.0.7.

6.0.6 CAST-IN-PLACE CONCRETE - All cast-in-place concrete used for concrete

bases and for forming channels in manhole bottoms shall be Class A. All concrete used for supporting precast concrete manhole bases shall be Class B.

6.0.7 REINFORCING STEEL - Reinforcing steel used in cast-in-place concrete

shall meet the requirements of Section 4.0.6. 6.0.8 FLEXIBLE JOINTS - Joints for precast pipe openings shall be "ReSeal" type

as manufactured by Price Brothers Company, "Lock-Joint Flexible Manhole

Sleeves" as manufactured by Interpace Corp., "Kor-n-seal" as manufactured by National Pollution Control Systems, Inc., "Press Wedge II" as manufactured by Press-Seal Gasket Corporation, or equal.

6.0.9 PIPE FOR MANHOLE DROPS - Pipe for manhole drops shall conform to type

and specifications of Section 4.0.4 for the required size. 6.1.0 FRAMES AND COVERS - All frames and covers shall be gray iron castings

conforming to ASTM A48. Standard manhole frames and covers shall be Neenah Foundry Company R1642 with Type B or C lid, East Jordan Iron Works 1040 with Type A solid cover, or equal. Watertight manhole frames and covers are required in flood plains and shall be Neenah Foundry Company R-1916-F, East Jordan Iron Works 1040PT, or equal, with gasket and four stainless steel or bronze cap screws. Both the underside of the cover and the upper surface of the ledge upon which its rests shall be machined so as to prevent rocking on its supporting surface.

All casting shall be cleaned and coated with asphalt paint at the factory.

The frames shall have a clear opening of not less than 24 inches diameter and a height of not less than 7 inches. Frames for manholes shall have anchor lugs below the base flange, lagged through all adjusting rings and into the manhole top section. If anchor lugs cannot be provided, the base flange shall have four equally spaced anchor bolt holes and shall be anchored herewith to the manhole.

Covers shall have strengthening ribs on the underside, and shall have the words "SANITARY SEWER" cast into the top.

The manhole frames shall be firmly set on top of the precast adjusting ring with a full leveling bed of type S mortar specified in Section 6.0.5. The maximum depth of adjustment below any manhole frame shall be 16 inches. Where manholes are located in paved areas, the surface of the cover shall be made flush with the pavement surface. In unpaved streets and alley areas, the cover shall be set not to exceed one (1) inch above the ground surface. On right-of-ways and in ditches, the cover elevation shall be as

approved by the Owner or Engineer.

All frames not installed in paved or stoned streets, alleys, driveways, and parking areas shall be encased in concrete after each frame is in its final position. Concrete shall be Class II with materials and workmanship as previously specified. The concrete encasement shall extend from a horizontal plane (4) inches below the lowest adjusting ring, or below the frame base flange if there are no adjusting rings, up to a horizontal plane through the mid-point of the frame. The concrete encasement shall be made circular in plan, using a minimum 48 inch diameter steel casing ring as a form, and shall be centered on the frame. After installation, the tops of the frames and covers shall be painted with one coat of asphalt paint. Chimney seals may be used in place of concrete encasement. Refer to Section 6.1.7 for Chimney Seals.

6.1.1 INSTALLATION OF INTEGRAL BASE SECTIONS: a. Class B concrete shall be poured as to provide a minimum 4 inch thick pad

under the entire area of the manhole base. Place the manhole base on the pad before the concrete is completely set so that final leveling adjustment can be made.

b. Extend pipe through manhole flexible joints to end even with the inside of

the manhole wall at the pipe springline. 6.1.2 INSTALLATION OF BOTTOM RISER SECTIONS: a. Unless otherwise called for on the Drawings or directed, precast bottom

riser sections shall be placed with cast-in-place reinforced concrete bases. b. The base shall be of Class A concrete 12 inch thick minimum placed on

undisturbed earth. Reinforcing shall be as shown on the Drawing. c. The cut-out riser section shall be blocked in place above the pipe and the

concrete base poured in place. Concrete shall be extended above the lower rim of the riser wall as required to provide a watertight seal around the entire circumference of the riser section. The sewer pipe shall be bedded in concrete monolithic with the base to the first joint each way from the manholes.

d. On straight runs, the Contractor may carry the sewer pipe through the

manhole and break out the top half after the fill concrete has set. In all cases, the sewer pipe shall extend through the manhole wall to the inside face.

6.1.3 CHANNELING MANHOLE BOTTOMS: a. The bottoms of all manholes shall be channeled to conduct flow in the

planned direction. Channels shall be the true shape of the lower half of the sewer pipe and shall match inverts of connecting pipe at the manhole wall.

b. In integral base sections (only), channels may be constructed using brick

and Portland cement mortar. Mortar shall be 3/4 inches thick minimum between bricks and between bricks and concrete and 1 inch minimum on all exposed surfaces.

6.1.4 PRECAST CONCRETE RISER SECTIONS: a. The shortest length of riser section to be incorporated into the manhole

shall be installed immediately below the eccentric cone section or the flat slab top.

b. Pipe section joints shall be pointed and lifting holes filled with non-shrinking

mortar.

6.1.5 DROP CONNECTIONS - Drop connections shall be constructed at all points where one gravity sewer intersects another and the difference in invert elevations exceeds 30 inches. The drop connection shall consist of a tee at the upper end connected into the manhole, a vertical section of pipe, and a 90-degree bend at the lower end connected into the manhole, the whole encased in concrete. The pipe and fittings shall be of the same type as used for the main sewer. The diameter of the vertical pipe segment shall be 8 inches in diameter. The upstream end of the tee, when not immediately connected to a sewer shall be provided with a stopper.

Drop connections may be integral precast manhole sections constructed in accordance with ASTM C478 with joints in accordance with ASTM C443. The drop shall incorporate a PVC liner with cast in place monolithic rubber joints. Precast sections shall be as manufactured by Dura-Crete, Inc., or equal. NO INSIDE DROPS WILL BE PERMITTED.

6.1.6 SOIL ABSORPTION SCRUBBERS - Soil absorption scrubbers shall be

located as shown on the Drawings and shall include gravel from 0.8 inches to 1.6 inches in diameter contained within a filter fabric such as Trevira Spunbond, or equal, and required PVC pipe. Filter fabric shall be over-lapped 12 inches at all joints. The soil absorption scrubbers shall be of the dimensions shown and shall be located a minimum of 18 inches from the manhole. Depth to top of the gravel shall be 18 inches. PVC pipe shall be installed in the center of the gravel, and shall be perforated with 3/8 inch diameter holes on the bottom only within the limits of the gravel. Installation of the 2 inch pipe shall be in accordance with all applicable requirements subsequently specified. The 18 inches of backfill over the gravel shall be topsoil meeting the requirements specified in the Standard Specification under seeding.

6.1.7 CHIMNEY SEALS - Chimney seals shall be designed for providing a flexible

seal between manhole frames and their supporting adjusting rings/bricks and dome sections. The seals shall be internal type and shall consist of a rubber sleeve, expansion band, and hardware. An internal seal shall be provided for all frames.

Rubber sleeve shall be extruded from a high grade rubber compound meeting the applicable requirements of ASTM C923, with a hardness (durometer) of 45 + 5. The sleeve shall be double pleated with a minimum unexpanded vertical height of 8 inches for internal seals, and corrugated with a minimum unexpanded vertical height of 9 inches for external seals. Sleeves shall have a minimum thickness of 3/16 inch, and shall expand not less than 2 inches vertically when installed. Top and bottom shall contain integrally formed provisions for the expansion/compression bands and multiple sealing fins.

Expansion bands shall be 16 gauge, stainless steel meeting the requirements of ASTM A240, Type 304. Expansion band shall have a minimum width of 1-3/4 inches. The installation mechanism shall have the capacity to develop the pressure necessary to make a watertight seal and shall have an adjustment of up to not less than two (2) diameter inches. Hardware shall be of stainless

steel meeting the requirements, as applicable, of ASTM F593 and 594, Type 304.

Chimney seals shall be as manufactured by Cretex Speciality Products, or approved equal, and shall be installed in strict accordance with the manufacturer's instructions and using tools designed specifically for the seals being installed. The installation of the chimney seals shall include the preparation of the wall surfaces in the chimney area and caulking as required by the manufacturer's instructions.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FIELD MEASUREMENTS NECESSARY FOR MANUFACTURE OF THE CHIMNEY SEALS.

Chimney seals are not required for manholes coated in accordance with Section 6.03.

6.1.8 CLEANOUTS - Cleanouts shall each consist of required pipe and fittings,

additional pipe embedment material, and concrete pipe section with concrete foundation, frame, and cover. Pipe and fittings shall include the bends, interconnecting pipe and vertical pipe section, and shall be of thesame type as used for the main sewer, with a removable gasket cap provided at the upper end. Pipe embedment material shall be as previously specified. The concrete pipe section shall meet the requirements of ASTM C76. Concrete foundation shall be of Class I concrete with materials and construction as previously specified. Frame and cover shall be gray iron castings conforming to ASTM A48, shall be heavy duty and designed for installation in the bell of concrete pipe, shall have ground bearing surfaces, and shall be cleaned and coated with Asphalt paint at the factory. Covers shall have the word "SEWER" cast into the top, and shall be bolted to the frames with countersunk flat head or hexagonal head stainless steel cap screws. All space remaining between the frame and pipe bell shall be filled with a 1:1 cement mortar.

6.1.9 FLUSHOUTS - Each flushout assembly shall consist of the required tee in the

pressure sewer, nipple, and threaded cap. Pipe and fittings shall be as subsequently specified under pipe specifications.

6.2.0 AIR RELEASE VALVES - The air release valves shall be designed to

automatically operate (open) when pressurized to allow entrained air in a sewage force main to escape through an air release orifice. After entrained air escapes, the valve orifice shall be closed by a needle mounted on a compound lever, float energized mechanism to prevent sewage from escaping. The air release orifice shall then remain closed until more air accumulates and the opening cycle repeats automatically. The lever mechanism shall be fitted with a rod with a float threaded onto the opposite end and hanging inside the valve body slightly above the inlet to maintain an air gap between the mechanism and the sewage to retard solids from clogging the lever mechanism.

Valve shall have a 2 inch NPT inlet, 1/2 inch NPT outlet, and a 1/4 inch orifice for operating (opening) pressure up to 175 psi. Venting capacity at 175 psi shall not be less than 100 CFFAM. Materials of construction shall be as follows:

Body and Cover Cast Iron Internal Linkage Delrin Float and Internals Stainless Steel Needle Buna-N

The valve shall be complete with stainless steel or schedule 80 PVC pipe nipples and fittings, blow off valve, inlet and outlet shut off valve, quick disconnect couplings and minimum 6 feet of hose for a complete and operative installation and to permit backflushing after installation without dismantling valve. The valve shall be completely factory finished and shall be APCO Model 400 as manufactured by Valve & Primer Corporation, or equal. Provide four copies of an operation and maintenance manual.

6.2.1 BALL VALVES - All Valves 3 inches and smaller shall be ball valves as approved by the Sanitary Engineer.

6.2.2 PLUG VALVES - All valves 4 inches and larger shall be plug valves as approved by the Sanitary Engineer.

6.2.3 VALVE BOXES - Valve boxes shall be constructed of a good grade of cast

iron; shall be coated; shall be of the three piece screw type; shall have a 5-1/4 inch shaft; and shall be provided with a heavy neat fitting cover having the word "SEWER" cast on the top. The base of the valve box shall cover the entire bonnet section of the valve. Valve boxes shall have sufficient length for the pressure sewers of the sizes indicated and installed with a depth of cover as specified in Section 5.1.0. The top of the cover shall be flush with the surrounding surface with each section properly engaged.

The excavation for valves shall first be backfilled with No. 6 stone as required

to support valve boxes. Remainder of excavation shall be backfilled as specified for trenches. Valve boxes in concrete pavements or sidewalks shall have expansion joint material around that portion of the box in the concrete.

7.0.0 TESTING 7.0.1 FIELD TESTING - Pipe shall be considered ready for acceptance when they

conform to the preceding requirements. However, all materials, process of manufacturing, and finished pipe shall be subject to inspection and approval.

The Inspector may select one sample of pipe to be tested by the Owner’s

laboratory. The Contractor shall furnish the first test piece or pipe core and any additional samples required because of failures. The Owner will pay for tests on the first sample. Should the sample fail to meet specifications, retests shall be conducted by the Owner’s laboratory in conformance with the specifications.

7.0.2 FIELD INSPECTION - Individual sections of pipe may be rejected at any time

because of defective joints, dimension variations, fractures, cracks, chips, or blisters exceeding the permissible tolerances.

Rejected pipe shall be so marked with a lumber crayon and shall be removed

from the job site before the end of the following work day. 7.0.3 TESTS FOR INFILTRATION AND EXFILTRATION A. Preparation 1. Before sections of sewers may be tested for infiltration or exfiltration, all

house leads from it must be constructed to limits called for and plugged or capped and all trenches backfilled and compacted.

2. Sewers to be tested shall be clean and free from construction debris.

Sand, dirt, concrete, or other materials shall be completely removed in a manner that will not damage the sewer pipe.

3. Pipe joints shall be watertight. The Contractor shall repair manholes and

pipe joints as required to stop all visible leaks. Seepage permitted through walls or patched joints shall be at the discretion of the Inspector but in no instance will the specified allowable infiltration be exceeded.

4. Where sewers are above the ground water table, the Contractor may

flood the trench or air test the sewer to find and repair leaks prior to exfiltration tests.

5. The materials and methods for repairing leaks shall be submitted to the

Ottawa County Sanitary Engineering Department for approval before beginning work.

B. Inspection 1. After a sewer has been cleaned and all repairs made as specified, the

sewer shall be inspected and approved by the Inspector before conducting infiltration or exfiltration tests.

2. Sewers 36 inches in diameter and larger shall be inspected from the

inside. Inspection of sewers smaller that 36 inches diameter from the inside shall be at the discretion of the Inspector.

3. The Inspector may require the Contractor to run close circuit television

through smaller sewers that appear defective or do not pass infiltration tests.

4. The Contractor shall furnish all lights, carts, television, and other

equipment and labor required to assist the Inspector in the inspection. C. Test Sections 1. The maximum length of a sewer test section shall be 900 LF. Every

manhole shall be included in on (minimum) test section.

2. The Contractor shall furnish and install bulkheads, sewer plugs, weirs, water level tubes, lighting, and other equipment required to conduct the tests in locations and as directed by the Inspector.

3. Infiltration a. Also, prior to conducting leakage tests, the Contractor shall make a

determination of ground water level by installing ground water gauges in manholes as selected by the Engineer. These gauges shall consist of a rigid section of 1/2 inch diameter pipe, approximately 10 inches long, inserted horizontally through the manhole wall as near as possible to the crown of the pipe, with any opening around the pipe sealed so as to be watertight, and a clear plastic tube attached to the pipe within the manhole and extended vertically to the top of the manhole, Prior to connecting the tube, air shall be blown through the pipe with sufficient pressure to clear the line. Upon satisfactory completion of the test, the ground water gauges shall be removed and the openings in the manhole walls neatly and permanently closed with a non-shrink and non-metallic grout.

When the crown of the pipe is covered with a foot or more of water at

the highest point in the test section, an infiltration test shall be conducted. Should ground water not provide sufficient head, the Contractor shall flood the trench within the test section, bulk heading each end of the section, to obtain or maintain the specified external head, or an air test or exfiltration test shall be conducted.

In addition, for all main line sewers tested by infiltration or exfiltration,

air tests shall be conducted for the purpose of testing service connections even when the crown of the pipe is covered with two feet or more of water. For such tests, the internal air pressure shall never exceed 5.0 psi, and the acceptably of the tests shall be based on the minimum holding time specified for the size of the main line sewer.

In all cases, for any test section failing to meet the limits of the

specifications, the Contractor shall be required to locate and remedy the defects causing the failure and the section shall be retested and repairs or replacement continued until the limits of the specifications are satisfied. For sewers not accessible, should a test fail due to other than a leaking plug. a closed circuit television inspection of the test section shall be conducted to determine the cause of the failure. When the failure is the result of leaking joint(s), the joint shall be exposed and necessary repairs made to the joint and surrounding clay seal. The television inspection shall be in accordance with all applicable “Recommended Specifications for Sewer Collection System Rehabilitation” of The National Association of Sewer Service Companies and as approved by the Engineer. The Owner shall be furnished video tapes of all television inspections. The Contractor shall pay all costs for inspection and repairs.

All visible leakage in sewers and manholes shall be repaired, even

though tests may have been satisfactory.

All plugs used during leakage tests shall be of a length at least equal to the diameter of the pipe being tested to assure watertight seal. Pneumatic plugs for air testing shall be able to resist internal test pressures without requiring external blocking.

b. The Contractor shall plug or bulkhead the sewer to isolate the test

section and install a weir in the pipe at the outlet manhole. The weir shall be direct reading of a approved design calibrated to read gallons per day.

c. Where the ground water level is below the top of the sewer pipe and

the trench can be flooded and the level maintained above the pipe for test period, the Contractor may test the pipe for infiltration.

4. Exfiltration a. Where the ground water level is below the top of the pipe and cannot

be maintained above it, the sewer shall be tested for exfiltration. b. The Contractor shall bulk head or plug each end of the designated

test section and fill with water to the elevation directed by the

Inspector. Exfiltration will be computed from the loss of water as measured in the manholes.

5. Allowable Leakage a. The test in each section shall be continued for at least 24 hours and,

if its measured leakage during that period exceeds 100 gallons per inch of diameter per mile of pipe (50 gallons in EPA sole source aquifer areas), the Contractor shall located the points of leakage and make necessary repairs, continuing the work until leakage is reduced to the permissible maximum as specified.

b. The amount of infiltration allowed for storm sewers shall be limited to

reasonable seepage, except that, if specified, the total in any section shall not exceed the amounts allowed for sanitary sewers as hereinafter specified.

7.0.4 LOW PRESSURE AIR ACCEPTANCE TESTS

A. Where approved by the Inspector, the Contractor may perform low pressure air acceptance tests in lieu of infiltration and/or exfiltration tests. Procedures for air testing shall conform to ASTM C-828, except as specified herein.

B. Preparation 1. Sewers to be air tested shall be cleaned and inspected as specified

herein for infiltration and exfiltration tests. 2. All pipe outlets shall be plugged and braced adequately to prevent

blowouts. C. The Contractor shall furnish all equipment, materials, and labor, and

conduct the tests under supervision of the Inspector. D. Procedure 1. Air shall be supplied slowly to the plugged pipeline until the internal

air pressure reached 4.0 LB/Qs in. greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further.

2. The rate of air loss shall then be determined by measuring the time

interval required for the internal pressure to decrease from 3.5 to 2.5 LB/Qs in..

3. The pipeline shall be considered acceptable if the time interval for the 1.0 psi pressure drop is not less than the holding time listed in the following air test tables.

E. Safety 1. The air test may be dangerous if a line is improperly prepared. All

plugs shall be installed and braced in such a manner to prevent blowouts. No one shall be allowed in manholes during testing.

2. Pressurizing equipment shall include a regulator set at 10 psi

maximum. 7.0.5 TESTING FOR DEFLECTION - All 6 inch diameter and larger sanitary sewers

shall be tested for a maximum deflection of 5% not less than 30 days after final full backfill, including compacting, has been completed, as determined by the Engineer. Pipe with a pipe stiffness of 200 psi or greater at 5% deflection, as determined in accordance with ASTM D2412, need not be tested for deflection if all pipe between two consecutive manholes is less than 12 feet below final grade.

Such tests shall be conducted with an Inspector present. All pipes exceeding

a deflection of five percent (5%) shall be repaired or replaced and the retested until satisfactory test results are obtained. The Contractor shall pay all costs for the tests.

The tests shall be conducted using electronic equipment specifically designed

for measuring and recording deflection in flexible pipe or by the use of an approved deflection probe, having a diameter equal to 95% of the ID of the pipe being tested, pulled through the sewer line. If the deflection probe is used, tests shall be performed without mechanical pulling devices, and a proving ring, having an ID equal to the OD of the probe, shall be available at the time the probe is used to verify that the probe has the proper diameter by inserting the probe into the ring.

The deflection probe shall be as available from Wortco, Inc.; Burke Concrete

Accessories, Inc.; or equal, and shall be designed specifically for testing the deflection of the type of pipe specified. The probe shall incorporate an odd number (no less than 9) of 1/2” x 3/16” bar stock runners equally spaced on edge around and welded to the circumference of two minimum 1/4” thick circular steel plates. The diameter of the probes for the types and nominal size of the pipe to be tested shall be equal to 95% of the average inside diameter of the respective pipes as specifically given or determined by the Engineer from information given in the appropriate ASTM Standard for the pipe.

The distance between plates, out-to-out, shall not be less than 2 inches

smaller than the nominal diameter of the pipe to be tested. The runners shall extend approximately 1-1/2 inch beyond each plate, being bent inward for this

distance at approximately 30o. A continuous 3/4 inch threaded rod shall be provided through the center of the plates, having a hex nut drawn tight against the inside face of each plate, and extending each side as required for providing a 3/4 inch ferrule loop insert or similar piece for attaching the pulling medium.

7.0.6 PRESSURE SEWER LEAKAGE TESTS A. The Contractor shall furnish the pump, pipe connections, taps gauges,

auxiliary water container, bulkheads, plugs, and other necessary equipment and make pressure and leakage tests of all lines unless otherwise directed by the Engineer.

B. Tests shall be conducted on all pipelines or valved sections thereof as

directed by the Inspector. Testing of pipelines laid in excavation or bedded in concrete shall be done prior to backfilling or placing concrete cover unless otherwise permitted by the Engineer. Tests on lines anchored or blocked by concrete shall not be conducted until the concrete has taken permanent set.

C. Upon completion of all pipe laying, a leakage test shall be applied to all

pressure sewers. The test pressure shall be 100 psi and shall be applied to all pressure sewers. The test pressure shall not vary by more than +5%.

The pressure test shall be started in an afternoon and the pressure shall be

on for 18 hours, and then, the test pressure shall be maintained for an additional 2 hours by pumping water into the main. At the end of the 2 hour period, the water used shall be measured and the loss by leakage shall not exceed that as determined by the following formula:

L = SD (P)1/2 133,200 in which L is the allowable leakage in gallons per hour; S is the length of pipe

tested in feet; D is the nominal diameter of the pipe in inches; and P is the average test pressure during the leakage test in pounds per square inch gauge.

If the main does not pass the leakage test, the leak or leaks shall be located

and repaired and the testing procedure repeated by an at the expense of the Contractor. All visible leaks shall be repaired regardless of the amount of leakage. The Contractor shall provide all labor and equipment required and, in addition, pay for the total volume of water used.

THE FOLLOWING PAGES ARE APPLICABLE TESTING TABLES

7.0.7 VACUUM TESTING OF MANHOLES In vacuum testing manholes, it is recommended that an initial vacuum of 10"

Hg (9.78 psia*) be utilized and the time recorded to effect a drop to 9" Hg (10.27 psia*) be established as the test criteria. A pressure drop of 1" Hg for the vacuum test compares to a pressure drop of 0.490 psi for the air test.

1" Hg x 14.696 lbs/square inch = 0.490 29.92 1 Hg Therefore, the time relationship is: Tvac for a 0.490 psi drop = Tpress for a 1 psi drop 2.04 OR Tvac = Tpress 2.04 * psia = Pound per square inch absolute pressure If the air loss occurs through small pinholes in the porous walls and can flow

in either direction, then this flow can be analyzed utilizing the classical formula for orifice flow:

Q = CA 2g (P1 - P2) ave Where, Q = Flow in Cu Ft/Sec C = Coefficient of discharge A = Cross sectional area (in2) g = Gravitational constant, 32.17 ft/sec2 P1 = Upstream pressure psia P2 = Downstream pressure psia = Unit weight of gas lbs/ft3 = 144 P Rt' Where, P = Pressure psia R = Universal gas constant = 53.34 t' = Absolute temperature = tFo + 460o

At a temperature of 70oF the density of air at different pressures is: PRESSURE PSIA LBS/FT3 10.0 .051 12.37 .063 14.7 .0749 16.2 .0825 17.7 .0902 Using the same size orifice, the same temperature (t = 70oF) and average

density, the air flow for the pressure test and the vacuum test is shown as: Qpress = CA 2g (Pave - Patm) = CA 2g (17.7 - 14.7) Press .0825 ave = 2339.60 CA = 48.37 CA Qvac = CA 2g (Patm - Pave) = CA 2g (14.7 - 10.03) Vac .063 ave = 4738.69 CA = 68.84 CA Therefore; Qvac = 68.84 CA = 1.423 Qpress 48.37 CA or Qvac = 1.423 Q Pressure Therefore, combining the pressure and the flow we can establish that: Tvac = Tpress x 1 = Tpress 2.04 1.423 2.903 Utilizing the ASTM formula previously mentioned T = .000371 D2L Q Then, Tvac = Tpress = (1 ) x (.000371 D2L) = .0001278 D2 L 2.903 (2.093) (Q) Q

The allowable air loss cited in ASTM C828-80, Table XI, for pipe sizes 3" to 42" diameter is as follows. The allowable air loss for sizes above 42" was obtained by extrapolation:

ASTM C828-80 EXTRAPOLATED VALUES NOMINAL PIPE Q NOMINAL PIPE Q NOMINAL PIPE Q SIZE (INCHES) ft3/min SIZE (INCHES) ft3/min SIZE (INCHES) ft3/min 3 2 21 5.5 48 10 4 2 24 6 54 11 6 2 27 6.5 60 12 8 2 30 7.0 66 13 10 2.5 33 7.5 72 14 12 3 36 8 15 4 39 8.5 18 5 42 9 Therefore, using the appropriate Q, we find that: for 48" (Q = 10 cu ft/sec) Tvac = .0001278 D2 L = .029L Q for 60" (Q = 12 cu ft/sec) Tvac = .0001278 D2 L = .038L Q for 72" (Q = 14 cu ft/sec) Tvac = .0001278 D2 L = .047L

Utilizing these formulas, the comparable times for a successful vacuum test for different size manholes are:

DEPTH (ft) (Length of Manhole) TIME (sec.) 48" 60" 72" 8 14 18 23 10 17 23 28 12 21 28 34 14 25 32 40 16 28 37 45 18 32 41 51 20 35 46 57 22 39 51 62 24 42 55 68 26 46 60 74 28 49 64 80 30 53 69 85 7.0.8 EXFILTRATION TESTING OF MANHOLES 1. After the manhole has been assembled in place, all lifting holes and those

exterior joints within 6 feet of the ground surface shall be filled and pointed with an approved non-shrinking mortar. The test shall be made prior to placing the shelf and invert and before filling and pointing the horizontal joints below the 6 foot depth line. If the groundwater table has been allowed to rise above the bottom of the manhole, it shall be lowered for the duration of the test. All pipes and other openings into the manhole shall be suitably plugged and the plugs braced to prevent blow out.

2. The manhole shall then be filled with water to the top of the cone section. If

the excavation has not been backfilled and observation indicates no visible leakage, that is, no water visibly moving down the surface of the manhole, the manhole may be considered to be satisfactorily water-tight. If the test, as described above is unsatisfactory as determined by the Engineer or inspector, or if the manhole excavation has been backfilled, the test shall be continued. A period of time may be permitted if the Contractor so wishes, to allow for absorption. At the end of this period, the manhole shall be refilled to the top of the cone, if necessary, and the measuring time of at least 4 hours begun. At the end of the test period, the manhole shall be refilled to the top of the cone, measuring the volume of water added. This amount shall be extrapolated to a 24-hour rate and the leakage determined on the basis of depth. The leakage for each manhole shall not exceed 1 gallon per vertical foot for a 24-hour period. If the manhole fails this requirement but the leakage does not exceed 3 gallons per vertical foot per

day, repairs by approved methods may be made as directed by the Engineer or inspector to bring the leakage within the allowable rate of 1 gallon per foot per day. Leakage due to a defective section, joint, or exceeding the 3 gallon per vertical foot per day, shall be the cause for the rejection of the manhole. It shall be the Contractor's responsibility to uncover the manhole as necessary and to disassemble, reconstruct, or replace it as directed by the Engineer or inspector. The manhole shall then be retested and, if satisfactory, interior joints shall be filled and painted.

3. No adjustment in the leakage allowance will be made for unknown causes

such as leaking plugs, absorptions, etc., i.e. it will be assumed that all loss of water during the test is a result of leaks through the joints or through the concrete. Furthermore, the Contractor shall take any steps necessary to assure the Engineer and/or the inspector that the water table is below the bottom of the manhole throughout the test.

4. If the groundwater table is above the highest joint in the manhole, and if

there is no leakage into the manhole as determined by the Engineer or inspector, such a test can be used to evaluate the water-tightness of the manhole. However, if the Engineer or inspector is not satisfied, the Contractor shall lower the water table and carry out the test as described hereinabove.

8.0.0 PUMPING STATIONS 8.0.1 SUBMERSIBLE PUMPS - The pumps for submersible type pumping stations shall be of

the completely submersible type designed for handling raw, unscreened sewage. Units installed shall be as manufactured by HYDROMATIC. The design shall be such that the pumps will be automatically connected to the discharge piping when they are lowered into place on the discharge connection. The pumps shall be easily removable for inspection or service, requiring no bolts or nuts to remove, or the need for any personnel to enter into the pump well. Each pump shall be fitted with a length of 1/4 inch stainless steel cable or stainless steel chain of adequate strength to permit raising the pump for inspection and removal.

The motor casing, oil casing and impeller for each pump shall be of grey iron construction.

Shafts shall be of stainless steel. All parts coming into contact with sewage shall be protected by an approved sewage resistant coating. All external bolts and nuts shall be of stainless steel. A wear ring designed for abrasion resistance shall be installed at the inlet of each pump to provide protection against wear to the impeller. Impellers shall be of a single vane, non-clog design, capable of passing 3 inch solids, fibrous material, heavy sludge, and constructed with long throughway with no acute turns.

Each pump shall be provided with a tandem double mechanical seal, running in an oil

reservoir, composed of two separate lapped face seals, each consisting of one stationary and one rotating tungsten-carbide ring with each pair held in contact by a separate spring. The lower compression spring shall be protected against exposure to the pumped liquid. The seals shall require neither maintenance nor adjustment, and shall be easily replaceable.

A sliding guide bracket shall be an integral part of the pumping unit and the pump casing

shall have a machined connecting flange to connect with the cast iron discharge connection, which shall be bolted to the floor of the sump and so designed as to receive the pump connecting flange without the need of any blots or nuts. Sealing of the pumping unit to the discharge connection shall be accomplished by a simple linear downward motion of the pump with the entire weight of the pumping unit guided to and pressing tightly against the discharge connection; no portion of the pump shall bear directly on the floor of the sump and no rotary motion of the pump shall be required for sealing.

Pump motors shall be housed in air-filled or oil-filled, water tight casings and shall have

Class F insulated windings, which shall be moisture resistant. The motors shall be NEMA starting code K, NEMA Design B rated 1550 maximum. Pump motor shall have cooling characteristics suitable to permit continuous operation in a totally, partially or non-submerged condition. Each pump motor shall be furnished with 35 feet of four conductor electrical cable, but the Contractor shall verify the length of electrical cable required to assure that the cable will be continuous between the pump motor and the starter. No splices will be allowed. Pump motor cable shall be suitable for submersible pump applications.

Motors shall be supplied with heat sensing units attached to the motor winding which shall

trip the starter and provide indication in the event of motor overheat. Seal chambers shall be fitted with an electrode probe and signal box to indicate when water is present in the seal chamber. This shall also trip the starter. Heat sensing units and seal chamber probes shall be provided with sufficient cable to run unspliced from the pumping unit to the control panel subsequently specified.

The pump manufacturer shall perform the following tests on each pump before shipment from the factory:

A. Megger the pump for insulation breaks or moisture.

B. Prior to submergence, the motor shall be run dry and be checked for correct rotation. C. Pump shall be run for 30 minutes in a submerged condition. D. Pump shall be removed from test tank, meggered immediately for moisture; oil plugs

removed for checking lower seal; inspection plug removed for checking of upper seal and possible water intrusion of stator housing.

E. A written certified test report giving the above information shall be supplied with

each pump at the time of shipment. F. All ends of the pump cables shall then be fitted with a rubber shrink fit boot to

protect cable prior to electrical installation. 8.0.2 CENTRIFUGAL GRINDER PUMPS - Grinder pumps for grinder type pumping stations

shall be completely submersible centrifugal units incorporating a two stage grinder assembly capable of reducing solids to a fine slurry. Units installed shall be as manufactured by HYDROMATIC. The discharge shall be such that the pumps will be automatically connected to the discharge piping when lowered into place on the discharge connection. The pumps shall be easily removable for inspection or service, requiring no bolts or nuts to remove, or the need for any personnel to enter into the pump well. Each pump shall be fitted with a length of 1/4 inch cable or galvanized steel chain of adequate strength to permit raising the pump for inspection and removal.

Each pump shall be complete with sufficient UL approved, waterproof, breather type, oil

resistant, Type ST-600V, PVC jacketed, 4-conductor cable to run unspliced from the motor to the subsequently specified control panel.

Motors shall be completely dielectric oil filled for cooling windings and lubricating bearings.

Motor shafts and housings shall be sealed with two mechanical seals with an oil filled chamber between the seals. Integral motor and pump shafts shall be of stainless steel and shall be supported by an upper ball radial and thrust bearing and lower bronze radial sleeve bearing. Pump and motor housings shall be of cast iron. Impeller shall be of bronze

and shall be recessed completely out of the volute passage. Grinder cutters shall be of hardened and ground stainless steel.

A sliding guide bracket shall be an integral part of the pumping unit. Pump casings shall

have a machined connecting flange to connect with the discharge connection which shall be so designed as to receive the pump connection flange without the need of any bolts or nuts. Sealing of the pumping unit to the discharge connection shall be accomplished by a simple linear downward motion on the pump with the entire weight of the pumping unit guided to and pressing tightly against the discharge connection.

Motors shall be supplied with heat sensing units attached to the motor winding which shall

trip the starter and provide indication in the event of motor overheat. Seal chambers shall be fitter with an electrode probe and signal box to indicate when water is present in the seal chamber. This shall also trip the starter. Heat sensing units and seal chamber probes shall be provided with sufficient cable to run unspliced from the pumping unit to the control panel subsequently specified.

8.0.3 CENTRIFUGAL GRINDER AND SUBMERSIBLE PUMP CONTROLS - A pump control

panel shall be provided at each submersible type and grinder type pump station. Each panel shall include all starters, controls and appurtenances, shown on the drawings and required for a complete system.

The control panel shall have a NEMA 4X stainless steel weatherproof enclosure and shall

be dead front, with separate removable inside panel back plate to protect electrical equipment. Enclosure shall be of sufficient size to house all equipment. Panel back plate shall have 20 percent contiguous free space for the addition of future equipment. No equipment, with the exception of enclosure lighting package, shall be mounted to the top, bottom, or inside walls of the cabinet. The enclosure lighting package shall be permitted to be mounted to the inside top of the enclosure. A lock hasp shall be provided on the outside door.

The pump station electrical service shall be three (3) phase whenever possible. Control

panel shall be suitable for ‘120/240 volt, 1 phase, 3 wire, 60Hz service’ or ‘480 volt, 3 phase, 3 wire, 60 Hz service’. No panel shall be serviced with a 208 volt service.

All exposed conduit shall be galvanized rigid steel. All underground PVC conduits shall

transition to galvanized rigid steel at least eighteen (18) inches before emerging above finished grade. All unistrut shall be stainless steel. All hardware, including unistrut pipe clamps, shall be stainless steel. All conduit bodies shall be malleable iron type—no cast aluminum shall be permitted.

Lightning protection shall be provided on the incoming service feed. One stainless steel, fused transfer switch, suitable for use as service equipment, shall be

used for service disconnect. The emergency position shall have connected a receptacle compatible with the existing generator plugs in use by Ottawa County. The receptacle shall be sized for the appropriate amperage and voltage required for operation.

Furnish and install two 250 watt, 120 volt shielded heating strips (wired in series across

120 volts to provide longer reliability) and a thermostat to maintain the temperature in the panel between 40o- 70o. Connect the heating strips through the thermostat.

Provide an analog ammeter for each pump to be mounted on the control panel. Provide an hour meter for each pump to be mounted on the control panel. Provide four 120 volt branch circuits. These circuits shall include wiring, circuit breakers

and mounting bases. These circuits shall be for: pump control circuits, alarm light and strip heaters, telemetry panel, and convenience receptacle. Provide no less than six (6) spare terminal block spaces for 120 V AC control power, control power neutral, as well as any other control power sources such as DC power supplies. Terminal blocks to be equipped with terminal block jumpers.

Provide float actuated level control circuitry. The subsequently specified float switches

shall limit the current flow through the float switches to 9 mA, in accordance with requirements for intrinsically safe circuits for hazardous environments.

Control inputs and functions shall include the following: A. Low Level Cutoff B. Pumps Off C. Lead Pump Start D. Lag Pump Start E. High Level Alarm The High Level Alarm shall not affect the operation of the pumps. The Low Level Alarm

shall suspend the operation of the pumps until normal operating conditions return. Both pilot lamps shall remain on until manually reset. An inoperative Lead Pump Start float shall not interfere with a successful Lag Pump Start. Include nameplates for each light to read “HIGH LEVEL” alarm and “LOW LEVEL” alarm.

Provide an individual NEMA rated Allen Bradley 509 series motor starter for each pump.

Provide one (1) normally-open (N.O.) contact for remote pump run indication. Provide one (1) normally-open (N.O.) contact on overload relay for remote indication of pump trip for each pump. The starter shall include a circuit breaker disconnect switch, a contactor with over load relay, and a hand-off-automatic selector switch. All switches and lamps shall be Allen Bradley 800H series 30.5 mm.

With the selector switch in the automatic position, the pumps shall be controlled by the

level control circuit. Each pump shall be provided with alarm circuits. These circuits shall include red push-to-test pilot lights, latching relays with output contacts rated for 10A at 120 VAC and reset button. These circuits shall be energized when the seal failure sensor is activated. Include a screw affixed nameplate for each light to read “SEAL FAILURE”.

Furnish and install on the side of the panel a weatherproof incandescent lighting fixture

with a red polycarbonate globe, guard, and 40 watt, 130 volt, 5000 hour minimum life lamp. The fixture shall be RAB GL100R and guard or equivalent.

The alarm light shall be activated under High Level conditions. Provide a convenience receptacle mounted inside the panel. The receptacle shall include

box, wiring, cover plate and receptacle. There shall be a minimum of three (3) galvanized rigid conduits provided, one (1) each for

Pump One, Pump Two, and Float wiring. Floats and pumps wiring connections shall be made in explosion-proof malleable iron junction boxes mounted in the galvanized rigid conduits below the pump panel and above finished grade. The seal offs shall be located between the junction boxes and the pump panel. Seal offs shall conform to NEC requirements. There shall be one Belden 12113 (or equivalent) cable provided for future use in the float wiring conduit—starting in the junction box, going through the seal off and extending into the pump panel.

Pump controls shall meet the requirements of Standard Specification P and Standard

Specification M. 8.0.4 FLOAT SWITCHES - Provide float switches as shown. The float switches shall be Connery

B1S1 or equal. Each float switch shall be furnished with 30 feet of un-spliced cable. Each float switch shall be suspended into the wet well with a weight attached to the cable to hold the switch in place. Floats shall be supported at the top of wet well by a stainless steel float mounting bracket. The bracket shall provide easy access for height adjustment and maintenance.

Provide terminal strip connections for remote annunciation for: Pump 1 Run, Pump 2 Run,

Pump 1 Trip, Pump 2 Trip, Seal Failure Pump 1, Seal Failure Pump 2, High Level, Low Level, High Heat Sense Pump 1, High Heat Sense Pump 2.

The Contractor shall furnish two normally-open (N.O.) spare float switches with 30 feet of

un-spliced cable. The float switches shall be delivered to the Owner. 8.0.5 VERTICAL WASTEWATER PUMPS - The pumps shall be close coupled or flexible coupled,

single stage, single bottom suction, centrifugal pumps designed specifically for handling raw unscreened sewage. Pumps installed in Danbury, Portage, or Catawba Island Townships shall be manufactured by Fairbanks Morse. Each unit shall include the pump, motor, coupling, coupling guard, base and accessories.

A. Casing - Casing shall be of close-grained cast iron and of sufficient strength, weight

and metal thickness to insure long life, accurate alignment, and reliable operation, and shall be of one piece construction, with bottom suction, and side flanged tangential discharge. Volute shall have smooth fluid passages large enough at all points to pass any size solid which can pass through the impeller and provide smooth unobstructed flow. A cleanout and minimum 1/4 inch NPT prime, drain, flush and gauge connections shall be provided. Casing shall allow for back pull out and rotation in 45 degree increments to accommodate piping orientation independent of base location.

Casing, adapter and frame shall be manufactured with concentric shoulder fits to

assure accurate centering. B. Casing Connections - Suction and discharge connections shall be ANSI B16.1, 125-

pound flat face flanges. C. Impellers - Impellers shall be of close-grained cast iron and of one-piece, bottom

suction, enclosed, type, having a minimum number of vanes. Impellers shall be particularly designed with smooth water passages to prevent clogging by stringy or fibrous materials and shall be capable of passing solids having a maximum sphere size of 3 inches. Impeller shall be statically and dynamically balanced and secured to a straight fit on the shaft by means of a key and lock nut. Wiper vanes are not permitted. The impeller shall be tapered toward the peripheral to generate the maximum possible shut-off head and the outer tips of the blades shall occupy a negligible portion of the annular space in the throat.

D. Wear Rings - Removable wear rings shall be provided for all flexible coupled pumps.

Wear rings shall be of unlike hardened chrome steel and shall be furnished on the impeller and casing and arranged with the wearing surfaces normal to the axis of rotation. They shall be securely fastened with recessed screws to prevent any relative rotation, and designed to compensate for a minimum of one-eight inch wear.

E. Pump Shafts and Sleeves - Pump shafts shall be constructed of heat treated alloy

steel or solid stainless steel accurately machined over their entire length and of sufficient size to transmit full driver output. Each alloy steel shaft shall be protected from wear in the stuffing box by a hardened chrome steel shaft sleeve seated to prevent leakage between the sleeve and shaft.

F. Adapter and Backhead - The motor shall be attached to the pump volute by a one-

piece cast iron adapter and backhead. The pump shall be arranged so that the

rotating element can easily be removed from the volute without disconnecting the seal system or electrical wiring.

G. Mechanical Seals - Each pump shall be fitted with a double mechanical seal. Seals

shall have carbon rotating faces, ceramic stationary faces, stainless steel springs, and synthetic rubber bellows. Seals shall be lubricated and pressurized by water taken from the volute of the pump by means of a pipe and appropriate connections, with a filter of corrosion resistant material provided to screen out all solid particles larger than 50 microns.

H. Bearings - Pump bearings shall be of the ball bearing cylindrical roller or tapered

roller type as required, mounted in a cast iron bearing frame, arranged to eliminate all radical play and shall be designed for a minimum B-10 life of 100,000 hours in accordance with AFBMA.

Bearing frame shall be of rugged design, completely enclosing the shaft between

bearings. Bearings housings shall be of dust proof design incorporating lip seals in contact with the shaft. Grease taps for bearing lubrication shall be provided at top and bottom of bearing housings.

I. Base and Elbow - A rugged heavy duty base, bolted directly to the volute shall be

provided. Base design shall incorporate lateral members to maintain rigidity of the legs. Provide a suction elbow bolted directly to a common casing/base flange. Flanges shall be ANSI B16.1, 125-pound flat face flanges. The elbow shall have a cleanout port and gauge connection. An integrally cast base-elbow unit is acceptable if all other requirements are met.

J. Data Plates - Metal data plates containing the manufacturer’s name, pump size and

type, serial number speed, impeller diameter, capacity and head rating and other pertinent data shall be mechanically attached to each pump.

K. Accessories - Furnish and install a compound pressure and vacuum gauge, reading

from 0 to 30 inches of mercury vacuum and from 0 to 30 psi, for the suction side, and pressure gauge, reading from 0 to 100 psi when the pump design head is greater than 50 feet and reading from 0 to 30 psi when the pump design head is less than 50 feet, for the discharge side of each pump. Each gauge shall have a second, corresponding scale reading in feet of head. The line to each gauge shall be provided with a 1/2 inch needle valve for shutoff, a 1/2 inch tee with a needle valve on the branch for blowing-off purposes, a 1/2 inch diaphragm seal with a 1/4 inch flushing connection equipped with 1/4 inch needle valve, and 1/4 inch pressure snubber between the diaphragm seal and the gauge. Filler liquid between the diaphragm seal and gauge shall be glycerin, with wetted parts of the pressure snubber and gauge suitable for same.

The diaphragm seal shall be of the continuous duty type and shall be of all 316

stainless steel construction. Needle valves shall be of brass. Gauges shall be of the bourdon tube type with rotary geared movements, 4-1/2 inch diameter white dial faces with black letters, micrometer type pointers and fiberglass reinforced polypropylene or cast aluminum cases complete with windows and rings to provide weatherproof, fume and dustproof enclosures.

Gauges shall have an accuracy of + 1/2% of full scale over the entire scale range prior

to assembly with the pressure snubber and diaphragm seal, with the manufacturer to issue a “Manufacturer’s Certificate of Accuracy”.

The gauges, pressure snubbers, diaphragm seals and needle valves shall be as

manufactured by H.O. Trerice Co., Dresser Industrial Valve & Instrument Division, U.S. Gauge, or equal. Each gauge and its pressure snubber and diaphragm seal shall be assembled and filled at the factory and shipped as a unit. A warning tag with “DO NOT DISASSEMBLE GAUGE FROM PRESSURE SNUBBER OR DIAPHRAGM SEAL AS FILLER LIQUID WILL BE LOST MAKING GAUGE INOPERATIVE’ printed thereon shall be attached to each unit.

L. Spare parts - Furnish one spare of each for the following: shaft sleeve, fronthead and

impeller wear rings, inner and outer deflectors, grease seals, radial and thrust bearings, a mechanical seal and appropriate gaskets for each size pump at each pumping station. Also provide a spare filter cone for the filter in each seal water line. Each shall be properly packaged for storage.

M. Testing - Pumps shall be fully tested on water at the manufacturer’s plant, before

shipment. If the pump manufacturer supplies the driving motors, pumps and motors shall be assembled and tested as a unit. Tests shall consist of checking the units at rated speed, head, capacity, efficiency and brake horsepower, and at such other conditions of head and capacity to establish the performance curve. The Engineer shall be furnished with certified performance curves. The Standards of the Hydraulic Institute shall govern the procedures and calculations for these tests.

N. Guarantee - Each contractor shall file a statement giving the guaranteed wire to

water efficiency of each pumping unit to be furnished. If the guaranteed efficiency of the pumping units are not met on field test of actual operation after the pumps have been installed, payment will be withheld from the Contractor until satisfactory repairs, replacements or adjustments have been made.

O. Pump Drives - Each pump, unless specified by the Sanitary Engineer, shall be driven

at a constant speed by means of a motor suitable for driving the pump load continuously over the specified operating conditions, without overloading. Maximum speed of each motor at its rated horsepower shall exceed 97% of the reference synchronous speed.

Pump motors shall be of the polyphase squirrel cage induction type rated as specified

in the Pumping Station Table. Each motor shall be of the open drip-proof fully guarded

type, NEMA design B, and designed for continuous 24 hour per day operation.

Any three of the pumps in a large pump station shall be capable of being controlled by a variable frequency drive (VFD) set up to operate the lead pump by maintaining a liquid level in the wet well. The second (lag) pump will operate at the full constant speed of the motor. The third pump shall be operable only on manual override. A backup VFD shall be supplied and wired into the system as a backup.

8.0.6 PUMP CONTROLS FOR WET WELL/DRY WELL TYPE PUMPING STATIONS A. Liquid Level Control System - To control the operation of the pumps corresponding

with variations of sewage levels in the wet well, an air bubbler system shall be provided. The air bubbler system shall contain the following components:

1. Two (2) air compressors mounted outside the control panel. Each compressor

shall be capable of delivering 0.80 free air CFM at 70 psi. At least one

compressor shall be mounted on an air tank of no less than 2 gallon capacity. All units shall have thermally protected motors rated at 115 volts, single phase, 60 hertz.

2. A DPDT pressure switch with adjustable differential dead band for control of

compressors. 3. Adjustable air flow meter and pressure regulator calibrated to read in CFM. 4. Shut-off cocks, drain cock, 2 check valves and bypass piping and control

valves around the air pressure regulator and air flow meter to enable the bubbler tube to be purged with high pressure.

5. Pressure relief valves, 4-way control valve and explicit instruction decals for

high pressure purging. 6. Two (2) circuit alternator to automatically alternate the compressors at the

end on each on-off cycle. 7. Automatic initiated standby start of the lagging compressor if the leading

compressor fails to supply adequate air. 8. Liquid Level Indication/Control - The wet well level shall be monitored and

maintained by a well-type manometer with mercury media that makes and breaks a series of electrical contacts as the mercury rises and falls in direct proportion to the change of the liquid level in the wet well. Level indication shall be vertical in movement. Digital read-out or horizontal needle deflection is not acceptable.

The manometer shall have one common 24 VAC electrical contact and a

vertical row of contact points, which when coming in contact with the column of mercury shall signal a relay in the pump logic control to perform the following functions:

Level 5 - High Level Level 4 - Start Lag Pump Level 3 - Start Lead Pump Level 2 - Stop Lag Pump Level 1 - Stop Lead Pump

The liquid level indicator/controller shall have a viewing window which shall display the mercury column, and be calibrated in both feet and inches of water indicating the liquid level in the wet well. The unit shall be mounted on the inner door (dead front).

a. Calibration - The unit shall be an electro-mechanical device with no moving parts to

wear out or deviate from calibration. The unit shall be factory calibrated and not require nor contain any means for field calibration.

b. Accuracy - This shall be ±1/2 percent of full scale with 100 percent repeat accuracy

and zero dead band when making and breaking electrical contact.

c. Range - Indicated full scale range shall be zero to ten feet with front scale graduated in feet (1 to 10 feet) and inches (0 to 120 inches).

d. Control Points - The vertical, linear, mercury column shall have a total of 40 control

points providing an electrical output for every three inches of water pressure, and shall be individually labeled as to the level at which they are activated. The liquid level indicator/controller shall be manufactured from corrosion resistant material, i.e. stainless steel, acrylic, nylon, etc. The liquid level indicator/controller shall be manufactured by E.G. Pump Controls, a division of Electromate Corporation, Model10 FW3I, or equal.

e. Programmable controller as previously specified in Paragraph 8.0.3 to perform the following functions: Two circuit or three circuit alternation to automatically alternate the wastewater pumps at the end of each on-off cycle.

f. Automatic level initiated starting of the lag pumps if the lead pump fails to handle

the demand. This shall override the above mentioned alternator circuits. During high flow conditions, however, only two out of three pumps shall operate for three pump pumping stations.

g. Air bubbler line of 3/8” nominal clear plastic tubing terminating in a fitting in the

entrance tube. h. Circuitry to turn on the outdoor red light during any abnormal conditions specified

herein and to turn it off during normal conditions. i. Step control of the wastewater pumps as the level in the wet well changes shall be as

noted on the drawings. B. Electrical Equipment - The following electrical control equipment shall be provided: 1. NEMA 12 enclosure to house all appurtenant electrical equipment. 2 Non-fusible disconnect or non-automatic circuit breaker for main disconnect.

Disconnect circuit breaker shall be sized for the full ampacity as shown on the drawings, and shall be 3 pole, 3 wire. Disconnect handle shall be interlocked with the door.

3. Thermal-magnetic circuit breakers with dead fronts for main disconnect and

overcurrent protection for each motor. 4. Magnetic across-the-line starters with thermal overload heater coils in each

phase. A three phase starter for each three phase motor. Auxiliary contacts from each starter wired to the terminal strip for remote telemetering.

5. Control circuit transformers fused on all ungrounded primary and secondary

leads for each pump motor starter. One spare fuse shall be provided for each fuse installed.

6. Under voltage relay connected so as to prevent starting a motor if one of the

three phases is not energized. 7. Hand-Off-Auto selector switches and push-to-test pilot lights for each pump

starter. 8. Time delay (0-50 sec.) for starting each pump in sequence after a power

outage.

9. Auxiliary relays and contacts where required to operate particular equipment

and alarms. 10. Provide a 120/240 Volt single phase circuit breaker distribution panel with

separate 20 amp circuit breakers for each independent single phase load such as programmable controller, blower, outdoor alarm light, sump pump, dehumidifier, air compressors, duplex receptacle, indoor lights, telemetering panel, etc. Distribution panel shall have a main two pole circuit breaker and a branch breaker for the stand-by unit jacket water heater.

11. 5 KVA, 48-120/240 Volt, dry type lighting transformer provided for each

station. The transformer primary shall be protected by a 2-pole circuit breaker.

12. Elapsed time for each pump reading in hours and tenths of hours. 13. Ammeter for each pump reading in amperes. C. Electrical Requirements Inside The Pumping Station - Include the following

electrical work inside the pumping station.

1. Conduit throughout the interior of the pumping station, shall be rigid steel hot dipped galvanized.

2. Outlet boxes shall be galvanized cast metal. 3. Conduit ends shall be sealed with duct sealing compound at both ends. All

conduit shall have threaded connections and shall be coated with a thread sealing compound. All conduits entering or leaving wet well shall be provided with seal offs according to NEC requirements.

4. Conduits to be run from particular equipment inside the pumping station to

equipment outside the pumping station shall be run to separate pull boxes at the top of the entrance tube.

5. 1 inch conduit system for float cables, 1-1/2 inch conduit system for

telemetering, 3/4 inch conduit system for the outdoor alarm lights, and conduit system of the size shown in the table on the drawings for power.

6. Conduit connections to motors shall be made through flexible, liquid tight, PVC

jacketed, conduit. 7. Wire and cable shall be 600 volt grounded or ungrounded, type XHHW, THWN,

RHH-RHW or better. 8. Wiring shall be numbered and color coded and be installed per NEMA

standards. 9. Dry contacts shall be provided for the following alarm, indication and telemetering functions: a. pump running for each pump b. high water level in the wet well

station flooded low water level in the wet well loss of bubbler air supply c. power failure The following output alarm contacts shall be wired in parallel to provide one alarm

output: 10. Lightning and surge protection shall be provided on incoming power

connection. 11. Pneumatic or electric terminal connections inside each panel shall have a

permanently affixed tape on an adjacent surface and visible from the front of the panel. Each type shall have a code identification tap which shall correspond with its respective terminal identification. Identification tags shall not be duplicated except for obviously common connections.

12. Placard displaying the circuit schematic and identifying each wire, junction,

and termination in a particular panel shall be affixed to the inside surface of the access door of that particular panel. Any device associated with but exterior to a panel shall be shown in phantom and appropriately identified. The placard shall be inherently resistant to fading or be treated to resist fading.

13. Steel mounting rack for mounting of the telemetering transmitter panel.

Panel will be installed by the Electrical Contractor and will be 20” W X 27” H X 12” D.

14. All metallic conduit, piping, supports, cabinets, and equipment shall be

grounded and bonded in accordance with the NEC. 15. All materials and equipment shall be new and unused and shall conform to or

exceed the latest standards of UL, NFPA, ANSI, IEEE, NEMA, ASTM and EEI.

16. Provide a duplex convenience outlet. 17. Provide a toggle switch manual starter to by-pass the limit switch operation

for the wet well blowers at each wet well/dry well type rectangular pumping station.

D. Variable Speed Drive System - In addition to the previously specified controls, a

variable speed drive system shall be provided to control the operation of any one of the three wastewater pumps. The system shall be designed for one pump operation shall be based on a constant wet well level as measured by a hydrostatic type liquid level system. The system shall be designed such that after every pumping cycle automatic alternation to the next pump is executed.

The variable speed drive system shall consist of two variable speed drive controllers,

dedicated programmable logic controller hardware and necessary controls as herein specified for system sequencing logic. The variable speed system shall have the capability to adjust the minimum starting and operating speed of the pump and maintain a constant level in the wet well as flow increases above the minimum set

operating speed. If flow does not exceed the capacity of the set minimum speed capacity of Pump No. 1, a second constant speed “lag pump” shall be started.

The supplier shall program the pumps control sequence via the programmable logic

controller.

Each variable speed drive shall consist of an adjustable frequency controller which shall convert 460 volt +10%, -5%, three phase, 60 hertz input voltage into an adjustable frequency output providing a speed range of 6 to 60 Hz with frequency proportional to voltage 0.5% with a voltage range of 46-460 volts. Displacement power factor shall be minimum 95% lagging over the full speed range.

Each VFD control shall be an all solid state, AC to AC converter utilizing GTO in the

power switching circuits. Each VFD shall be supplied with two basic integral power circuits consisting of a diode circuit rectifier and a solid state GTO thyristor circuit inverter. The diode rectifier circuit shall convert the fixed AC line voltage into a fixed DC voltage. The output of the rectifier circuit shall be filtered and fed to the inverter. The inverter shall convert the DC voltage into a pulse width modulated AC voltage at a frequency which shall also be proportional to the desired speed. The VFD shall vary both the AC voltage and frequency simultaneously to provide the constant volt/cycle necessary to operate the AC motor at the desired variable speed.

The drive units shall include fault detection and trip circuits to protect the connected

motor against instantaneous overload, line voltage transients, phase failure, power line under voltage, output over voltage and over current. Fast-acting, current-limiting input fuses and a magnetic trip circuit breaker with door-interlocked external handle shall be supplied to conveniently disconnect the incoming 480 VAC. Each unit shall include a drive failure relay to provide a contact for drive operating indication.

Provide current limit protective circuit to limit current to motor.

Provide in each drive unit a VFD output contactor and an automatic electric bypass contactor. The VFD isolation contactor shall provide a means of positive disconnection of the controller from the motor terminals. The automatic electric bypass contactor shall automatically transfer to the bypass supply if the VFD unit is out of service, (a VFD fault induced shutdown condition exist,) or both lead and lag pumps are at full speed.

Each unit shall be designed so that signal circuits are isolated from the power circuits

and designed to accept a 4-20 mAdc speed signal from the programmable logic controller in the automatic mode and from a speed control potentiometer in the manual mode. The selected signal shall control the motor speed between the adjustable minimum and maximum speed settings. Maximum speed shall be field adjustable to 100% of rated speed.

Each variable frequency drive unit shall include the following field adjustable

controls: 1. Analog control input with zero and span adjustment 2. Minimum speed adjust 3. Acceleration adjustment (1 to 60 seconds) 4. Deceleration adjustment (1 to 60 seconds) 5. Output current adjustment

6. Running output contact (One for each contactor wired in parallel) 7. VFD failure output contact 8. Isolated 4-20 mAdc output speed signal

Each unit shall have provisions for operating one wastewater pump. All equipment shall be mounted in free-standing gasketed NEMA 12 enclosures as part of motor control center line-up. Bussing shall be as previously specified. The Contractor shall have the option of providing enclosures located in the motor control center line-up with properly sized power cable interconnection made from the bottom in lieu of bussing. Provide necessary heat sinks. All vents shall be equipped with air filters and insect proof screens both or non metallic materials such as fiberglass or nylon. If air movement is not through electronics no screen shall be required. Each enclosure shall have hinged, front access doors. The following equipment shall be provided and mounted on appurtenant drive unit enclosure door.

1. Speed indicating meter 2. Power on pilot light 3. VFD running pilot light 4. VFD failure pilot light 5. Manual-Auto-Off-Bypass selector switch 6. Manual speed control potentiometer E. Emergency Pump Controls - An emergency pump control system which shall

automatically start and stop the wastewater pumps in the event of bubbler system failure shall be provided. The emergency pump control system shall include two float switched, Flygt Corporation Model No. ENH-10; similar model as manufactured by Midland; or equal. The switches shall be mounted in the wet well and shall be wired to override the bubbler control system. The switches shall be installed in the wet well at the elevations shown.

Provide relays and proper holding contacts to operate all the pumps as previously

specified in Paragraph "C".

Provide one additional float and relay to provide the low level alarm and lockout to the telemetering system.

All output alarm contacts shall be wired in parallel to provide one alarm output.

Cable for the float switches and their installation shall be as previously specified in Section 8.0.4.

Provide a spare float switch with 35 feet of 3 wire cord. 8.0.7 EXCAVATION, MUD MATS, BOTTOM SLABS AND BASES - The Contractor shall

excavate material of any nature encountered. Excavated material, as required, shall be used for fill on the respective pumping station sites and all excess shall be disposed of by the Contractor. Rock excavation shall be in accordance with the requirements previously specified in Section 3.2.6.

Excavation shall be carried at least to the outside dimensions and to the depth shown

and within limits of vertical planes passing 24 inches outside of the outer limits of the structures. All excavations below the depth shown on the drawings, unless so ordered by the Engineer, shall be filled with Class II concrete at the expense of the Contractor.

All wood sheeting, shoring, bracing, etc. required for the protection of workmen and to complete the excavation shall be provided at the expense of the Contractor. Same shall be left in place only when approved by the Engineer and shall be paid for by the Contractor.

Bottom slab for wet well/dry well pumping stations and valve chambers for submersible

type pumping stations shall be constructed of Class I reinforced concrete to the thicknesses and to the dimensions shown on the plans. Provide reinforcing steel dowels as shown.

Bottom slabs for submersible and grinder type pumping stations shall be precast unit

incorporating an “O” ring joint for wet wells 72 inches and larger in diameter and shall be precast reinforced concrete bases for wet wells 60 inches and smaller in diameter. Bases shall have a minimum wall thickness of 6 inches and shall be constructed in two pours or monolithically with bottom reinforcement tied to side reinforcement to form an integral structure. Bases shall incorporate provision for making a flexible joint between influent sewer and the base. Flexible joints shall be as previously specified in Section 6.0.3

Valve chambers for grinder pumping stations shall be provided with reinforced concrete

foundation rings. The Contractor shall provide a 3 inch thick Class II concrete mud mat where the

pumping station or valve chamber bottom slab, except foundation rings, will be constructed of cast-in-place concrete; and a minimum 4 inch thick leveling course of #8 stone where the bottom slab is a precast unit.

8.0.8 SUBMERSIBLE TYPE PUMPING STATION CONSTRUCTION - The walls of the

pumping station wet well for submersible and grinder pumping stations shall be constructed of precast concrete pipe having an interior diameter of 4’-0”, 5’-0” and 6’-0” and a wall thickness of 5 inches, 6 inches and 7 inches respectively. Walls shall meet the requirements of ASTM C76, Class IV. Adjoining rings shall be firmly keyed together by means of approved tongue and groove joints with “O” ring gaskets meeting the requirements of ASTM C443. Provide Class II concrete fill in the bottom of the wet well.

Valve chambers for grinder pumping stations shall be constructed with approved solid

concrete (circular) block walls, or with concrete ring walls. The blocks or pipe sections shall be set in full bed of, and all joints shall be filled with, mortar composed of one part, by volume, Portland Cement and two parts clean hard sand. In addition, concrete block walls shall be plastered on the outside with the same mortar and trawled to a smooth, hard waterproof surface. Where the pipe passes through the walls, the opening around the pipe shall be filled with a non-shrink non-corrosive grout. The earth floor shall be well tamped and then the valve chamber shall be filled with No. 6 stone to the elevation shown. Provide Class I concrete pipe supports.

The valve chamber walls for submersible pumping stations shall be constructed of 8 inch

thick concrete block set in a full bed of, and all joints filled with, mortar composed of one part, by volume, Portland cement and two parts clean hard sand. In addition, the walls shall be plastered on the outside with the same mortar and trawled to a smooth waterproof surface. Where pipes pass through the walls, the opening around the pipe shall be filled with a non-shrink, non-corrosive grout.

Provide Class I concrete beams or slabs to support all piping entering or leaving the wet

well and valve chamber as shown on the drawings or, if not shown, in accordance with

the detail at the end of this Item. All such beams and slabs shall be provided at the expense of the Contractor.

The top slab of each wet well and valve chamber shall be of Class I reinforced concrete. The top Slab of each wet well shall be provided with an aluminum access hatch, with

neoprene gasket, complete with hinged and hasp equipped cover and upper guide holder and lifting chain holder, as applicable, and manufactured by Bilco or equal. The frame shall be securely anchored in the slab in a location to be determined by the pump manufacturer. Door shall be of checkered plate and shall have a safety handle for locking in the open position. Access frame shall have provisions for padlocking. Provide one lock which shall be coordinated with those provided under this Item and all shall be keyed alike.

The top slab of each grinder pumping station valve chamber shall be provided with cast

iron frame and cover. Frame and cover shall be similar and equal to R-6044-A with Type C handle as manufactured by Neenah Foundry Company, or equal. Frames and covers shall be cleaned and coated at the factory.

The top slab of each submersible pumping station valve chamber shall be provided with

access hatch as specified for the top slab of the wet well, except the upper guide holder and lifting chain holder are not required, and required floor boxes. A separate identical lock shall be provided for the access frame.

Provide a 4 inch diameter class 150 cast iron vent pipe in each wet well top slab. The

outlet of each vent shall be provided with a 2 mesh, #14 gauge, bronze wire screen mechanically held in place between two flanges.

Furnish and install required guide bars for each pump to provide for raising and lowering

the units. Guide bars shall be standard weight galvanized pipe, extending from the lower guide holders integral with the pump discharge connection to the upper guide holders mounted on the access frame. Guide bars shall not support any portion of the weight of the pumps.

Provide manhole steps including grab bars. Manholes steps shall be as previously

specified in Section 6.0.4. 8.0.9 WET WELL/DRY WELL TYPE PUMPING STATION CONSTRUCTION - Each pumping

station shall consist of a pump chamber and entrance tube of structural grade steel plate, built in two or more sections for ease in shipment and handling. Sections shall be joined in the field by welding. All field joints shall be heavily coated with epoxy supplied by the station manufacturer. The lower section shall be the pump chamber. It shall contain all pumps and other equipment. The pump chamber shall be a vertical cylinder. Wet well/dry well pumping stations shall be as manufactured by Usemco and Dakota, or as approved by the Sanitary Engineer.

A. Construction - Each pump chamber shall have a shell of sufficient thickness and reinforced to withstand the depth of bury shown. In no case shall the shell be less than 1/4 inch thick and the top less than 3/8 inch thick. The clear height of the pump chamber from floor to ceiling shall be sufficient to allow for raising the motor and/or pump for service work, but, in no case shall it be less than 8 feet. A lifting eye shall be provided over each pumping unit.

The floor of each chamber shall be of minimum 3/8 inch thick structural grade steel plate laid over and welded to 8 inch I-beams weighting a minimum of 18.4 pounds per foot to reinforce against hydrostatic uplift forces and to provide a rigid base for equipment mounting. Two or more of the I-beams shall be parallel and shall extend beyond the ends of the pump chamber to serve as skids. Additional beams shall be provided perpendicular to the skid beams for further strengthening. The floor of the station shall be provided perpendicular to the skid beams for further strengthening. The floor of the station shall be provided with a minimum 16 inch diameter x 8 inch deep sump, with minimum 1/4 inch side walls, and shall be pitched to slope thereto.

Steel bases of minimum 1/4 inch thick plate, welded to the floor, and with properly

sized anchor bolts, shall be provided for each pump.

The upper section shall be the entrance tube with an aluminum ladder, platforms and a cover. The entrance tube shall rest on the roof of the pump chamber which shall have a suitable matched opening to provide access. The tube shall be a vertical inside diameter and shall be large enough to accommodate removal of the pumps and motors for service. The length shall be adequate to place the cover above the ground and any anticipated local flooding. The entrance tube shall be stiffened at the bottom end and any intermediate sections by a rolled flange or flanges. The joining or welding of the flanges shall be accomplished on the outside by down-hand welding to prevent damage to factory applied interior finishes. The top end shall be provided with a performed elastomeric gasket.

Hooded and screened covered venting shall be provided in the tube wall above finished grade to preclude weather, elements, rodents, etc.

The cover for the entrance tube shall be of the spring-loaded, hinged type with a suitable drip lip around the edge and with a handle for opening. It shall have a frostproof lock of the pin and tumbler type which can be opened from the inside without a key. Additional ladder rungs shall be mounted on the underside of the cover to form an extension of the ladder when the cover is latched in the open position. A dependable mechanism which keeps the cover from blowing shut or closing under any normal load shall be provided. Lock shall be coordinated with those provided under this Item and all shall be keyed alike.

A platform shall be provided 2’-0” below the entrance tube cover. Platforms shall consist of aluminum grating supported by structural steel members and shall cover the entire entrance tube area. Grating shall have a hinged section directly in front of the ladder, approximately 24 inches square, so designed that it may be opened from above or below to permit passage. Entire grating section shall be removable to permit removal of equipment when necessary.

B. Safety Climbing Equipment - Each ladder shall be provided with safety climbing

equipment and shall include carrier rail assemblies, two safety climbing sleeve assemblies and all appurtenant hardware for installation. The equipment shall be designed in accordance with Federal Specification RR-S-001301 and shall meet the requirements of Section 1910.27 of the Occupational Safety and Health Standards, as issued by the Occupational Safety and Health Administration of the U.S. Department of Labor. Rail assemblies shall be of galvanized steel, and mounting brackets, hardware and accessories shall be corrosion resistant. Climbing sleeves shall be of 6061-T6 aluminum or manganese bronze and shall be equipped with roller or ball

bearings and required snaps and hooks. The safety climbing equipment shall be Saf-T-Climb as manufactured by Air Space Devices, or equal.

C. Welding - All steel structural members shall be jointed by electric arc welding with

fillets of adequate section for the joint involved. Where required to exclude ground water, such welds shall be continuous and watertight. All inserts for pipes, etc. shall be reinforced with 1/4 inch thick steel sleeves, welded inside and out, to the station walls. The space between the pipes and the steel sleeves shall be packed tight with a non-shrink and non-corrosive grout. Grout shall be Five Star Grout as manufactured by the U.S. Grout Corporation; Sealtight 588 Grout as manufactured by W.R. Meadows, Inc.; or equal.

D. Protection Against Corrosion and Painting - After fabrication, all inside and outside

surfaces of the structure shall be grit blasted to SSPC Specification SP-6-63 requirements to remove all rust, mill scale, weld slag, etc. All weld spatter and surface roughness shall be removed by grinding. Immediately following cleaning, all interior and exterior surfaces shall be coated with an epoxy-polyamide coating to a minimum total dry film thickness of 6-8 mils and 8-10 mils, respectively. Any surfaces damaged during shipment or installation shall be retouched with the same material employed at the factory. All piping and steel conduit used in assembly during installation shall be protected in like manner, with the material to be supplied by the station manufacturer.

A heavy synthetic rubber mat shall be provided on the chamber floor in the normal

walkway areas to protect against erosive foot traffic wear of the finish.

A cathodic protection against electrolytic corrosion in the soil, at least four packaged magnesium anodes shall be buried on opposite sides of the chamber and each securely connected thereto with minimum No. 12 copper wires.

Provide herewith an anode tester suitable for testing the number of anodes installed.

The lead wires shall be securely connected to the sacrificial anodes and then extended through pipe couplings prewelded in the chamber wall, employing watertight connectors to seal against ground water penetration. The leads shall be connected to terminals provided in a test cabinet factory mounted directly above the lead wires entries through the chamber wall. Incorporated in the anode test cabinet shall be a meter and provision for manually limiting the current flow from 1 to 10 milliamperes. Instantaneous readings of the integrity of any individual anode shall be made through selector toggle switches mounted in the cabinet front.

E. Dehumidifiers - The dehumidifiers shall each be a package assembly with

hermetically-sealed compressor, expansion coil, fan and condenser coil, and shall each be controlled by an adjustable unit mounted hudmidstat to be provided herewith. The dehumidifiers shall be provided with a hot gas defrost control or other control provisions for extended operation in a 50° F environment. Each dehumidifier shall be mounted on a structural steel frame at least 2’-0” above the floor of the dry well and condensate shall be drained with a 1/2 inch drainline to the sump.

Each dehumidifier shall be capable of removing no less the 17 pints per day at 80° F and 60% relative humidity. The package units shall operate on 115 volts, single phase, 60 Hertz and shall have a 3’0” power cord with three prong plug. The units shall be Ebac CD35 as manufactured by EBAC of America; Desertaire; or equal.

F. Blowers and Appurtenances - A blower shall be provided for each dry well. Blowers shall be forwardly-curved blowers with direct connected motors and shall draw air from near the floor through a flexible duct within the entrance tube and out the side of the tube. Blower shall be constructed of aluminum or baked enamel coated steel.

The dry well blowers shall be activated automatically by a high temperature (90°F) thermostat. Each blower shall be automatically activated when its respective access tube cover is opened. Blower speeds shall not exceed 1725 r.p.m. Motors shall be totally enclosed, fan cooled.

Air ducts shall be air tight as well as waterproof and shall be minimum 8 inch diameter. Connections between equipment shall be made with stainless steel pipe clamps.

Air openings for air supply and exhaust from each pumping station dry well shall be provided on each entrance tube. All openings shall be covered with an insect screen. Each pumping station shall have 8 inch X 8 inch air openings.

The blowers furnished shall be rated at 600 cfm at 1.25” E.S.P., 1/2 horsepower and

shall be Loren Cook FC7D17, Peerless D8C, or equal.

G. Lights - Two vapor-tight, guarded fluorescent tube fixtures, with separate ballasts, or two vapor-tight, guarded incandescent light fixtures shall be installed in the pump chamber. Also, two vapor-tight guarded incandescent light fixtures shall be installed in the entrance tube as described above for the blower. Illumination on any point of the pumping station shall exceed 20 foot candles.

H. Sump Pump - There shall be installed in the sump, a 1/2 HP submersible sump

pump, with built in automatic over-current protection, having a minimum capacity of 1200 gph at design head and controlled by a built-in float switch capable of operation on a 5 inch differential water level. It shall discharge into the wet well through a 1-1/2 inch standard weight galvanized steel pipe, as shown on the drawings, with two check valves and a gate valve located within the pump chamber. Fittings shall be threaded cast iron. An enclosure of 1/4 inch galvanized steel mesh shall surround the sump and the sump pump to keep out debris. The two check valves shall be spring loaded vertically check valves. Discharge piping and valves shall be included in this item.

I. Wet Wells - Wet wells shall be constructed with ASTM C76, Class IV concrete

sewer pipe with “O” ring joints and a Class I reinforced concrete transition, precast concrete manhole sections, having an inside diameter of 4’0”, and a cast iron frame and cover. Class I reinforced concrete shall be of materials and workmanship as previously specified in Section 8.0.8. The precast manhole sections and manhole frames and covers shall meet all applicable requirements previously specified in Section 6.0.0. Provide Class II concrete fill in the bottom of the wet well.

Manhole steps, as previously specified in Section 6.0.4, shall be provided the full depth of the wet well.

Provide a 4 inch diameter class 150 cast iron vent pipe in the wet well top slab. The outlet of each vent shall be provided with a two mesh #14 gauge bronze wire screen mechanically held in place between two flanges.

The Contractor shall construct Class I reinforced concrete beams to support the influent sewers as shown on the detail at the end of this Section. All such beams shall be provided at the expense of the Contractor (SEE PIPE SUPPORT BEAM REFERENCE SHEET).

8.1.0 SITE WORK A. General - The Contractor shall prepare the pumping station sites incidental to

construction, including clearing and grubbing; the removal, storage and replacement of topsoil; filling and grading, including backfilling around the pumping stations; the disposal of excess excavated material; and seeding; and shall provide gravel, guard posts, asphalt or stone drive, fencing, pipe sewers and rock channel protection as shown on the site plans. At each pumping station, the Contractor shall be responsible for all grading and seeding on the site.

B. Clearing and Grubbing - Areas of construction and those areas to be filled and

graded shall be cleared of all trees, stumps, brush, hedges roots, boulders, etc. by the Contractor. All resultant debris shall be disposed of off the Project site by the Contractor.

C. Topsoil - All topsoil shall be removed from those areas to be filled and graded and

all areas of construction. The topsoil shall be stored on the Project site, with a minimum of 4 inches to be replaced.

D Backfill - The Contractor shall backfill around the pumping station and wet well

with finely divided excavated earth material. An exception shall be made in rock where sand shall be provided for backbilling. Also, in areas of rock excavation a clay cap as previously specified in Section 4.1.5 shall be provided. All backfill shall be mechanically tamped in 6 in layers, loose measurement, up to within 4 inches of finish grade.

E. Filling and Grading - The pumping station site shall be filled and graded to the

satisfaction of the County using materials excavated on the site. As a minimum, the top 4 inches shall be top soil.

F. Gravel - The gravel around the entrance tube of all wet well/dry well type pumping

stations and standby power generators shall be Size No. 6 conforming to Table 703-1 of the 1983 Ohio Department of Transporation Construction and Material Specification, and shall have a compacted thickness of 6 inches. Provide a minimum 4 mil thick polyethylene barrier over the ground prior to placing the gravel.

Provide a wood curb for the outer edges of the gravel. The curb shall be of redwood

or other lumber suitably treated for the conditions of installation and shall be a nominal 2” C 6” in dimensions. The curb shall be secured in place as approved by the County.

G. Seeding - Seed shall be as previously specified in Section 4.1.8. H. Guard Posts - Guard posts shall be 4 inch diameter X 7’ 6” long black steel pipe

meeting the requirements of ASTM A36. Posts shall be set in a 1’ 0” diameter x 2’ 6” deep concrete footing crowned to shed water, and the shafts shall be completely filled with concrete. Posts shall be located as approved by the County. After

installation, the post shall be given one prime coat and two finish coats of exterior enamel in a color to be selected by the County.

I. Stone Drive - The stone drive shall be constructed in accordance with Item 304 of

the 1987 Ohio Department of Transportation (ODOT) “Construction and Materials Specification”, and shall consist of two compacted 4 inch lifts. Excavation and grading shall provide a finished grade equal to that of the adjacent surface.

J. Asphalt Drive - Asphalt drive shall include required subgrade preparation,

aggregate base, prime coat, asphalt concrete surface course and sealing asphalt. The materials and methods of construction for the asphalt drive shall meet the requirements of the 1987 ODOT “Construction and Materials Specification”. All references to ODOT item number subsequently specified are to the above specifications.

The subgrade areas shall be excavated, filled and graded as required for

construction of the pavements to the elevations and typical sections shown. Excavation and grading shall meet the requirements of ODOT Item 203. Fill for subgrade shall consist of selected material from excavation on the site. Fill for preparing the surface of existing pavement shall be aggregate base material. Care shall be taken to insure that all soft or spongy spots within the areas to be paved are removed, refilled and compacted with selected material.

Aggregate base shall be as specified in ODOT Item 304, and shall be 8 inches thick

after compaction, consisting of two equal courses.

Prime coat shall be as specified in ODOT Item 408, and shall be applied at the rate of 0.40 gallons per square yard.

Asphalt concrete surface course shall be as specified in ODOT Supplemental

Specification 848. Thickness of 2 inches shall be required after compaction.

Faces of existing work against which asphalt concrete will be placed and all joints shall be sealed with bituminous material in accordance with Items 401.12 and 401.15. Bituminous material shall meet the requirements of Item 702.01, 702.02 or 702.04.

K. Rock Channel Protection - Rock channel protection shall be in accordance with ODOT

Item 601.08 “Rock Channel Protection”, meeting the requirements of Type C dumped rock fill material with a filter consisting of a 6 inch bed of No. 3 or 4 crushed stone or a geotextile fabric. Slope embankment shall not exceed a 2:1 slope (27°). Thickness of dumped rock fill shall be a minimum of 18 inches. If used, the geotextile fabric shall be a nonwoven material consisting of the following properties and ASTM test procedures:

Weight oz/sq yd ASTM D-3776 8 Tensile Strength ASTM D-1682 350 lbs. Elongation ASTM D-1682 65% Puncture Strength ASTM D-751 150 lbs. Coefficient of Permeability Constant Head (50mm) 150 lbs.

The fabric shall be manufactured by SUPAC Phillips 66 and be Supac 8NP or equal.

L. Fencing

1. General - The fence at the standby generators shall be 7’0” high consisting of

6’ 00” of chain link fabric surmounted with three strands of barbed wire on extension arms.

The chain link fabric shall conform to ASTM A491-80, with a minimum 0.40

ounce per square foot of wire surface aluminum coating, with the weight determined by the strip test in accordance with ASTM A428-68; all roll formed sections shall be hot dipped galvanized in accordance with ASTM A123-78; all pipe shall be (Type 1) Schedule 40 steel pipe with 1.8 ounces per foot zinc coating conforming to ASTM A120, or (Type II) pipe manufactured from steel conforming to ASTM A569, cold formed, electric welded, coated on the exterior with 1.0±0.1 ounce zinc per square foot and an epoxy-based primer, and coated on the interior with a zinc rich based coating having a minimum zinc powder loading of 87% by weight and capable of providing galvanic protection; and all fittings shall be hot dipped galvanized in accordance with ASTM A153-80.

Posts and rails shall be of self-draining shapes that permit uniform zinc

applications on all surfaces. In all cases, standard mill tolerances shall be used for all framework

members and chain link fabric. All fittings necessary for a complete installation shall be provided.

2. Fabric - The fabric shall be composed of individual wire pickets helically

wound and interwoven from No. 9 gage steel wire to form a continuous chain link fabric having a 2 inch mesh. Top selvage shall have a twisted and barbed finish. Bottom selvage shall have a knuckled finish.

3. Fabric Connections - The chain fabric shall be securely fastened to all

terminal, corner and gate posts by integrally weaving into the post or by using 1/4” X 3/4” tension bars and heavy 11 gage tension bands spaced on 12 inch centers. Fabric ties for attaching fabric to line posts and top rail shall be 9 gage, spaced on 14 inch centers on all line posts and on 24 inch centers along the top rail.

4. Top Rail - The top rail shall be 1.660 inches O.D. Type I (1.806 #/ft.) or Type

II (1.431 #/ft.) pipe, or 1-5/8” X 1-1/4” roll formed sections. 5. Line Posts - Line posts shall be 2.375 inches O.D. Type I (3.65 #/ft.) or Type II

(3.117 #/ft.) pipe, galvanized H-column (2.72 #/ft.) or 2.25” C 1.70” roll-formed Section “C” post (2.70 #/ft.).

6. Terminal Posts - End, corner and pull posts, and posts for swing gates 6’0”

wide or less shall be 2.875 inches O.D. Type I (5.79 #/ft.) or Type II (4.64 #/ft.) pipe, or 3-1/2” X 3-1/2” roll-formed sections (5.14 #/ft.) with integral fabric loops. Posts for swing gates over 6’0” wide shall be 4 inch O.D. Type I (9.1 #/ft.).

7. Post Setting - Posts shall be spaced on centers not to exceed 10 feet and shall set a full 3 feet in 12 inches diameter concrete footings, crowned to shed water.

8. Post Tops - All posts shall be equipped with pressed steel or malleable iron

base tops so designed to exclude moisture from the posts. The tops shall include pressed steel extension arms to accommodate the three strands of barbed wire, with barbs outward from the fence line. Extensions shall support a minimum of 250 pounds vertical dead load from outer end.

9. Braces - Braces shall be of the same materials as the top rail and shall be

trussed from line post back to terminal post with 3/8 inch galvanized rod complete with truss tightener. Braces shall be securely fastened to posts.

10. Tension Wire - Tension wire shall be No. 7 gauge aluminum-coated, coil-

spring wire and shall be fastened to the chain link fabric at intervals of 24 inches with No. 11 gauge galvanized steel hog rings.

11. Barbed Wire - The barbed wire shall consist of three lines of double strand 12

- 1/2 gage twisted wire with barbs of the 4 point pattern spaced on approximately 5 inch centers.

12. Gate Frames - Gate frames shall be 1.900 inches O.D. Type I (2.72 #/ft.) or

Type (2.82 #/ft.) pipe using welded construction or heavy pressed steel or malleable fitting securely riveted to provide water-tight construction. Gates shall be properly braced to eliminate any possibility of sagging. Frames shall be filled with the same fabric as the fence line.

Gates shall have positive latching devices with provision for padlocking.

Hinges shall be of sufficient strength and design to permit easy and trouble free operation and shall be of the offset type to allow the gate to swing parallel with the line of the fence.

M. Pipe Sewers - Pipe sewers on pumping station sites shall be of materials and

construction as previously specified in Sections 4 and 5. 8.1.1 PIPING A. Wastewater Piping - All pump suction and discharge piping for wet well/dry well

and submersible pumping stations to 5 feet outside the valve chamber shall be ductile cast iron pipe.

For submersible grinder pumping stations all piping shall be Schedule 80 PVC from the inside wall of the pumping station to a point 5 feet outside the pumping station wall.

Ductile cast iron pipe shall be designed in accordance with ANSI A21.50 and manufactured in accordance with ANSI A21.51. The pipe shall be ANSI thickness Class 52. All pipe shall be coated with a bituminous material on the outside and shall be cement mortar lined in accordance with ANSI A21.4.

Fittings shall be of ductile cast iron, shall conform to ANSI A21.10, and shall be coated and lined as specified for the pipe.

Mechanical joints and push-on joints shall be in accordance with ANSI A21.11, incorporation rubber gaskets. With push-on joints, the surfaces to be in contact with the rubber gasket shall be wiped clean and dry just prior to making the joint, and when making the joint, a lubricant shall be used in accordance with the manufacturer’s recommendations. With mechanical joints, the surfaces to be in contact with the rubber gasket shall be brushed with soapy water to remove all sand and grit just prior to making the joint.

Flanged joints shall be in accordance with ANSI A21.15 and shall have cadmium

plated bolts and nuts of wrought iron or mild steel with square or hexagonal head on bolts and hexagonal nuts which shall be trimmed and chamfered. Nuts shall be cold punched. Bolts, nuts and threads shall be of United States Standard sizes. Gaskets shall be of the red sheet rubber ring type. Bolts shall be of such length that, when nuts are completely tightened, not more than 1/2 inch of bolt, but at least the length of one full nut, shall be left protruding through the nuts. Flanged joints shall be completely tightened with all bolts taking equal stress.

Whenever it is necessary to cut the pipe at fittings, valves, specials or elsewhere,

the Contractor may use the remaining portions, where possible, to minimize the number of scrap pieces when the Project is complete. Scrap pieces less than 5 feet in length shall not be used. A Class I reinforced concrete beam shall be provided herewith to support the discharge piping into undisturbed earth on the exterior of the station. Beam shall be as shown in detail at the end of this Item.

The 2 inch drain line for the submersible pumping stations shall be of Schedule 40

PVC pipe meeting the requirements of ASTM D1785 and shall be installed as recommended by the manufacturer. The drain line shall be provided with a 2 inch bronze check valve, 2 inch steel elbow, 2 inch close nipple and 2 inch close return band, as shown.

Installation of all piping shall be in accordance with all applicable requirements

previously specified in Sections 4 and 5 and in accordance with the PIPE SUPPORT BEAM INFORMATION SHEET.

B. PLUG VALVES - Plug valves shall be used in wet well/dry well and submersible

pumping stations with 4 inch or larger diameter pipe. Plug valves shall be of the non-lubricated type, shall be of alloy cast iron or semi-steel conforming to ASTM A126, Class B and shall be for minimum working pressure of 175 psi. End connections shall be as required for the size and type of pipe furnished for the respective piping classifications; screwed connections shall be American Standard thread; flanged connections shall conform to ANSI B16.1, Class 125, except four bolt holes may be drilled and tapped. The area of the passage through the valve body and plug shall be not less than 80% of the area of the nominal pipe diameter of the valve. The valve plug shall utilize an eccentric action of either the wiping or camming type for seating and unseating, and the plug shall be rubber faced for bubbletight shut off. Each valve shall be provided with nickel or fusion-bonded Nylon 11 seats and epoxy, or with stainless steel or other corrosion resistant bearing bushings to assure ease of operations, minimal maintenance, long term reliability and to prevent binding of the plug. Plug valves requiring lubrication for seating and unseating operations will not be accepted.

Each valve shall be provided with an extension stem and operating nut, shall rotate

90° from full open to full shut and shall be provided with limit stops and plug positions indicators.

Plug valves shall be Dezurnik, a Unit of General Signal, Series 100; Dresser

Industries, Inc. Series 800; or equal. C. Ball Valves - Ball valves shall be used in submersible grinder pumping stations

with 3 inch or smaller diameter pipe. Ball valves for PVC piping shall be of the true union design, shall be all brass, and shall have a pressure rating equal to or exceeding the ratings of the pipe with which they are installed. Ball valves shall be suitable for holding line pressure with the union coupling removed on either side of the valve without leakage. All valves shall be lever operated and shall have Teflon ball seats and Viton stems and body seals. All valves shall have an extra large port such that flow through the valve is not restricted.

PIPE SUPPORT BEAMS

0 N m m N , s s D N ; 9 - q- a a, Q E - X - VI vI .I vl "d "I v l "I 2 g vl

a n a n a

V V V v V e $ e V V V V O w - Y ) u , a , Q ' V a ) - O J c u a

TONI 22 22 .23 < LL 25

REINE v 8 *9

25 < ~ 5 2 7 TONI 22 RENE " 9

T(lN.1 24 TYP. CROSS SECTION . 2 7 < ~ 2 2 9

REWE -9

SPPN LENGM, L ,IS 7l-E CLEAR DtSTANCE FROM M E STRUCTURE TO UNDISTURBED EARTH.

WHERE-BEAM THICKNESS AND RENE IS NOT SHOWN IN TABLE ABOVE, SPECIAL DESIGN IS REOUIRED.

BEAN WIDTH SHALL BE EQUAL TO OR GREATER THAN THE ' OUTSIDE DIAMETER OF SUPPORTEX) PIPE.

ONE REINE BAR SHALL BE PROVIDED FOR EACH 4" OR FRACTION TFEREOF. OF BEAM WIDTH.

D. Check Valves - Check valves 4 inches in diameter and larger shall be horizontal swing, cast iron body, bronze mounted, with outside lever and spring for 150 psi working water pressure. Check valves shall be as manufactured by American Darling Valve & Mfg.; Kennedy Valve & Mfg. Co.; or equal.

E Pipe Couplings - Pipe couplings for ductile iron piping shall be of the

gasketed sleeved type and shall be of the proper diameter to fit the pipe. Each coupling shall consist of one cylindrical steel ring, two steel follower rings, two rubber-compound wedge section gaskets and sufficient track-head steel bolts to properly compress the gaskets.

Provide tie rods as required. Couplings shall be similar and equal to

Dresser Style 38 and shall be as manufactured by Dresser Industries, Inc.; or equal.

Pipe couplings for PVC piping shall be threaded unions with Viton or

EPDM 0-rings. F. Flushout Connection - Each flushout connection shall consist of a tee, 2

inch ball valve, and 2 NPT nipple and threaded cap. Pipe and fittings shall be as subsequently specified in Section 4.0.4 and 5.0.2.

8.1.2 FACTORY TESTS FOR WET WELL/DRY WELL TYPE PUMPING

STATIONS - Each wet well/dry well pumping station shall be assembled and given a running test of all equipment at the factory to check for excessive vibrations; for leaks in all piping; for correct operation of the automatic control system; and of all auxiliary equipment. The pump suction and discharge lines shall be connected to a reservoir and the pumps shall recirculate the water, simulating actual service conditions. The automatic control shall be adjusted under such actual operating conditions to start and stop the pumps at approximately the levels required by the job conditions.

Material, equipment components and workmanship shall be of the highest

quality. The stations and included equipment shall be manufactured by reputable manufacturers. Each Manufacturer shall furnish a competent factory trained service representative who shall supervise or inspect the installation, test the apparatus and assist with start-up and attainment of successful, satisfactory and acceptable operation, and instruct operating personnel in the operation, maintenance, lubrication, calibration, testing and adjustment of the equipment. These services shall be made available for as long as necessary to obtain the proper, reliable, secure, stable and accurate operation intended before final payment of the equipment can be initiated.

In addition, the said manufacturers and/or Contractor shall include the

services of factory trained service representatives for one preventive

maintenance visit to inspect and adjust the equipment and review operating, lubrication and adjustment procedures with operating personnel. The preventive maintenance visit shall be made just prior to expiration of the Performance Bond.

The said manufacturers and/or Contractor shall submit names, addresses,

and telephone numbers of and made available to Ottawa County, Ohio, the service department of authorized distributors in the area from whom replacement parts can be obtained in an emergency, and service maintenance scheduling can be initiated.

Also, the manufacturers and/or Contractor shall include under this Contract

an agreement that service maintenance within 48 hours of notice is to be provided at no cost to Ottawa County, Ohio for the first year of operation after start-up has been completed, unless the service maintenance is required due to persistent misuse or deliberate abuse or consequent damage except as specified in this document. Service maintenance shall continue as long as necessary to return the system to operation satisfactory to the County.

Include herewith, as necessary, any Trades coordination required during any

of the above. Three copies of an operation and maintenance manual, which gives parts

lists, lubrication instructions and complete equipment data, shall be furnished.

8.1.3 SEMI-POSITIVE DISPLACEMENT TYPE GRINDER PUMP UNITS - A. Description - Semi-positive displacement type grinder pump units shall

be Simplex Pump Units Model 210 for type I, Simplex Pump Units Model 212 for Type 2, and Duplex Pump Units Model 214 as manufactured by Environment One Corporation.

B. Operating Conditions - The pump shall be of semi-positive displacement

type and capable of delivering 11 GPM against a rated total dynamic head of 92 feet (40 PSIG). At zero head, the output shall be 15 GPM minimum. The pumps shall be capable of intermittent, 3 minutes minimum, operation at any head up to 125% of normal rated dynamic head with a minimum flow of 8 GPM. The electrical rating of each pump shall be 8 amperes, 1 phase, 240 volt, 60 hertz.

C. Tanks - The grinder pump units shall include fiberglass reinforced

polyester resin tanks, each complete with accessway.

Tanks for Type I Simplex units shall have a nominal wall thickness of 3/16 inch and a net capacity of 60 gallons. The tank shall be furnished with one PVC closet flange to accept 6 inch nominal diameter PVC drain-waste vent pipe using the solvent-weld system. The socket fittings shall be securely fastened to the tank and shall be leak tight.

Tanks for Type 2 Simplex units and Duplex units shall have a nominal

wall thickness of 1/4 inch and a net capacity of 120 gallons. For Duplex units only, the tank will be fitted with an integral fiberglass baffle dividing it into two compartments which interconnect just below the elevation of the inlet fittings inverts. For Duplex units only, the tank shall be furnished with two PVC closet flanges providing sockets 180° apart to accept 6 inch nominal diameter PVC drain-waste vent pipe using the solvent-weld system. These socket fittings shall be securely fastened to the tank and shall be stiffened by use of integrally molded reinforcing ribs and shall be capable of supporting the combined weight of the pump cores and a workman.

D. Accessway - The accessway shall be an integral extension of each tank.

It shall have an access opening at the top to accept a lockable cover. The accessway shall include the following factory supplied items: From simplex units tanks - Grinder pump discharge extension with a surface operable positive sealing quick disconnect coupling and a full ported shut-off valve terminating in a watertight bulkhead fitting with external 1-1/4” male pipe thread. For duplex unit tanks -

Grinder pump discharge extension(s) terminating in watertight bulkhead

fitting(s) with external 1-1/4” male pipe thread. Internal wiring, of both simplex and duplex units, shall terminate in a

sealed junction box, integral with each accessway and suitable for outdoor use.

E. Core Unit - Each grinder pump unit shall have cartridge type easily

removable core complete with two lifting eyes. Core assemblies shall contain pump, motor, grinder, controls, check valve, anti-siphon valve and wiring.

The watertight integrity of the core unit, including wiring and access

cover, shall be established by 100% factory test at a minimum of 5 psig. F. Pump - The pump shall be custom designed, integral, vertical rotor,

motor driven, solids handling pump of the progressing cavity type with mechanical seal. The rotor shall be through-hardened, highly polished, precipitation hardened stainless steel. The stator shall be of a specifically compounded ethylene propylene synthetic elastomer suitable

for domestic wastewater service. The elastomer shall be tear and abrasion resistant, grease resistant, water and detergent resistant, and wear resistant.

G. Grinder - The grinder shall be positioned immediately below the pumping

elements and shall be direct-driven by a single, one-piece motor shaft. The grinder impeller assembly shall be securely fastened to the pump motor shaft. The grinder shall be of the rotating type with a stationary hardened and ground chrome steel shredding ring spaced in accurate close annular alignment to the driven impeller assembly, which shall carry two hardened type 400 series stainless steel cutter bars. This assembly shall operate without objectionable noise or vibration over the entire range of recommended operating pressures.

The grinder shall be constructed so as to eliminate clogging and

jamming under all normal operating conditions including starting. Sufficient vortex action shall be created to scour tank free of deposits or sludge banks. Also, the grinder shall be designed as follows:

1. The grinder shall be positioned in such a way that solids are fed in

an up-flow direction. 2. The inlet shroud opening shall have a diameter no less than 5 inches.

3. At maximum flow, the average inlet velocity should not exceed 0.2 feet per second.

4. The cutter bars shall extend above the impeller disc 0.200 to 0.250

inches. 5. The impeller disc shall rotate at a nominal speed of 1725 RPM.

The grinder shall be capable of reducing all components in normal

domestic wastewater to finely-divided particles which will pass freely through the passages of the pump and the 1-1/4 inch diameter discharge pipe.

H. Electrical Motor - The motor shall be a 1 hp, 1725 RPM, capacitor start,

ball bearing, squirrel cage induction type with a maximum low starting current of 36 amperes and high starting torque of 8.4 foot pounds. An automatic-reset and integral thermal overload protector shall be incorporated into the motor. This motor protector combination shall be listed by Underwriters Laboratories, Inc. for the application.

I. Mechanical Seal - The core shall be provided with a mechanical shaft seal to preclude leakage between the motor and pump. The seal shall have a stationary ceramic seat and carbon rotating sealing surface with faced precision lapped and held in position by a stainless steel spring.

J. Check Valve - The pump shall be equipped with a factory-installed,

gravity-operated, flapper-type integral check valve built into the discharge pipe. This valve will provide a full-ported passageway when open, and shall introduce a friction loss of less than 6 inches of water at maximum rated flow. A non-metallic hinge shall be an integral part of the flapper assembly providing maximum degrees of freedom for assured seating even at a very low back pressure. The valve body shall be made of heavy duty PVC and rated for 200 psi.

K. Anti-siphon Valve - The pump shall be constructed with a positively-

primed flooded suction configuration. The pump shall also be equipped with an integral anti-siphoning, air relief valve in the discharge piping just below the main check valve. This valve shall be designed to automatically close when the pump is running and open when the pump is off.

L. Controls - Integral grinder pump controls shall be located in the top

housing of the core unit inside a waterproof access cover. The cover will be attached with stainless steel, tamper-proof fasteners.

Non-fouling wastewater level detection for controlling pump operation

shall be accomplished by monitoring the pressure changes in a integral, air-bell level sensor connected through air-tight tubing to a pressure switch. The level detection device shall have no moving parts in direct contact with the wastewater.

Also, provide a separate air-bell sensor of the same type, for overflowing

sensing. Each level control shall be designed to prevent the entrance of moisture

into the controls in case of switch diaphragm failure. Each core shall be equipped with a quick disconnect breather assembly,

complete with check valve to prevent accidental entry of water into motor compartment in the event of accessway flooding.

An overflow indicator lamp and alarm horn assembly requiring 120 volts

and suitable for remote installation in a standard device box shall be furnished. The indicator shall be mounted on a decorative wall plate 2-3/4” x 4-1/2” and marked; “Grinder Pump Monitor”.

M. Wiring - The contractor is to furnish and install, in compliance with appropriate national and local codes, service entrance equipment and/or branch circuit protection and all wiring to the grinder pump leads.

N. Corrosion Protection - All materials exposed to wastewater shall have

inherent corrosion protection. Any exterior steel surfaces are to be suitably protected against corrosion.

O. Disconnect and Alarm Panel - A safety disconnect switch and alarm

panel including a visual alarm and audible alarm with silencer shall be provided with each grinder pump to warn of a high liquid level in the basin. This alarm shall be activated when the liquid has accumulated to the level of the lowest incoming sewer to warn of a full basin condition. All alarms shall be automatically re-set when liquid levels return to normal. The disconnect/alarm panel shall include:

1 - Double pole time delay 15 amp (or larger, as required) circuit

breaker with lockable disconnect - UL rated 1 - single pole 15 amp (or larger, as required) circuit breaker for

alarm circuit - UL rated 1 - external alarm light 1 - audible alarm with silencer -- knockouts for 1/2” circuit connector -- terminal strip for all connections Panel shall be of fiberglass mounted on an aluminum back panel and

shall be installed 30 inches above grade on a 4” X 4” pressure treated wood post, or as approved by the Sanitary Engineer.

CONSTRUCTION SPECIFICATIONS MANUAL

APPENDIX "A"

S T A N D A R D I N F O R M A T I O N

SANITARY SEWER TERMS AND DEFINITIONS

BUILDING DRAIN - the l o v e s t hor izonta l p i p i ng o f a d r a i nage system

w h ic h receives the discharge o f vas teva te r i nsi de the v a l l s o f a s t r u c t u r e and conveys through the foundation a distance o f 5 feet t o t he bu i ld ing sever .

45 DEGREE -MAXI MUM ALLOWED.

MANHOLE

- pipe conveying vas teva te r f r o m a bu i l d i ng d r a i n t o the se rv ice connection.

- ins ta l led by the p r o p e r t y o v n e r o r l icensed c o n t r a c t ~ g

/ SERVICE CONNECTION

/ - pipe conveying vas teva te r f r o m the bu i ld ing s e v e r t o the p u b l i c s e v e r main.

- p ipe located v i t h i n a r i g h t - o f - v a y i n which the s e v e r i s located-

7- RIGHT-OF-WAY OR EASEMENT

PUBLIC SEWER MAIN

- _

SERVICE CONNECTION LOCATION REFERENCE

FLOW d DOWNSTRE A M UPSTRE A M MANHOLE 2- 135' MANHOLE 7

SERVICE CONNECT ION 3- I

EX AMPLE :

1. 1 3 0 ' 2. 1 3 5 ' 3.30' 4.9.6' 5 . 6 4 1 . 8

30' SERVICE CONNECT ION END

2 0 AD RIGHT-OF-WAY

1 _ HORIZONTAL DISTANCE OF TEE TO DOWNSTREAM MANHOLE

2. HORIZONTAL DISTANCE OF SERVICE CONNECTION END TO DOWNSTREAM MANHOLE ALONG SEWER.

LOT 1 0

3. PERPENDICULAR DISTANCE FROM SEWER TO SERVICE CONNECTION END.

LOT 9 LOT 7

4- DEPTH OF SERVICE CONNECTION END FLOW LINE TO ORIGINAL GROUND LEVEL-

4- & 5.

LOT 8

5. ELEVATION OF SERVICE CONNECTION END FLOW LINE.

45 DEGREE -MAXI MUM ALLOWED.

SANITARY SEWER TERMS AND DEFINITIONS

BUILDING DRAIN - the l o v e s t hor izonta l p i p ing o f a drainage system

v h i c h receives t he discharge o f vas teva te r i ns i de the v a l l s o f a s t r u c t u r e and conveys through the foundation a distance o f 5 feet t o the bu i l d i ng sever .

LJtNUS DEGREE

MANHOLE

- pipe conveying vas teva te r f r o m a bu i ld ing d ra i n t o the se rv ice connection.

- *instal led b y the p rope r t y o v n e r o r l icensed contractoP

/ SERY ICE CONNECTION

/ - pipe conveying v a s t e v a t e r f r o m the bu i ld ing s e v e r t o the pub l i c s e v e r main.

- pipe located v i t h i n a r i g h t - o f - v a y i n v h i c h the s e v e r i s located.

if RIGHT-OF-WAY [IR EASEMENT

- - - --

SERVICE CONNECTION LOCATION REFERENCE

FLOW + DOWNSTRE A M YPSTRE A M MANHOLE 2- 135' MANHOLE 7

EX AMPLE :

1 . 1 3 0 ' 2. 1 3 5 ' 3 . 3 0 ' 4 . 9.6' 5 . 6 4 1 . 8

SERVICE CONNECT ION 3- I 30' SERVICE CONNECTION END

2 0 AD RIGHT-OF-WAY

1, HORIZONTAL DISTANCE OF TEE TO DOWNSTREAM MANHOLE

2- HORIZONTAL DISTANCE OF SERVICE CONNECTION END TO DOWNSTREAM MANHOLE ALONG SEWER.

LOT 1 0

3, PERPENDlCllLAR DISTANCE FROM SEWER TO SERVICE CONNEC'TION END.

LOT 9 LOT 7

4- DEPTH OF SERVICE CONNECTION END FLOW LINE TO ORIGINAL GROllND LEVEL-

4- & 5-

LOT 8

5. ELEVATION OF SERVICE CONNECTION END FLOW LINE.

CONSTRUCTION SPECIFICATIONS MANUAL

APPENDIX "B"

D R A W I N G S

TYPICAL GRAVITY BUILDING SEWER/SERVICE CONNECTION

PIPE SPECIFICATIONS: PVC ASTM D3034 - SDR 35 w/RUBBER (O-RING) GASKETED JOlNT SINGLE FAMILY DWELLINGS - 4" or 6" DIAMETER PIPE MULTI FAMILY DWELLINGS - 6" DIAMETER MINIMUM COMMERCIAL BUILDINGS - 6" DIAMETER MINIMUM

GRANULAR BEDDING SPECIFICATIONS: NO. 67 STONE or NO. 57 STONE FOR BEDDlNG

-4" OF BEDDING BELOW P I P E , 4"-6" OVER P I P E BACKFILL S P E C I F I C A T I O N S ( a f t e r p r o p e r bedd ing) : CLEANOUT

-CLEAN EARTH MATERIAL CAREFULLY PLACED OR ODOT 304 MATERIAL I F I N PAVED AREA

PROPERTY L I N E \

SERVICE CONNECTION I \

STRUCTURE

MINIMUM OF I 4" OF BEDDING MATERIAL

I B U I L D I N G

CONNECTING A NEW SEWER

6

\ -----. ---- &*."

TEST TEE wIWATERTIGHT CAP

TO AN E X I S T I N G STRUCTURE

NOTE : ALL REQUIREMENTS AND D E T A I L S MAY NOT B E

I SHOWN ON T H I S DRAWING. ALWAYS R E F E R T O

SEWER MAIN THE WRITTEN S P E C I F I C A T I O N S F O R COMPLETE REQUIREMENTS AND D E T A I L S .

Building Sewer Minimum Slope = 1% (1/8" per foot) 10 foot horizontal sepamtion - water and sewer

Building Sewer must be tested - water or air test Required Cover - 30 inches (18 inches in rock) Cleanout required within 5 feet of foundation.

'TYPICAL GRAVITY BUILDING SEWER w/Gl<lNDER PUMP and LOW PRIESSURE SERVICE CONNECTION

LOW PRESSURE SERVICE CONNECTION: GRAVITY B U I L D I N G SEWER S P E C S . :

R E F . 2 0 1 0 - G P 1 or 2 0 1 2 - G P 2 2 0 1 4 - DUPLEX

A . GRINDER PUMP GRINDER PUMP ( 2 PUMP U N I T )

B. REDUCER-BY COUNTY REDUCER-PROVIDED BY COUNTY

C. 14" S . D . R . 9 POLY. TUBING

2 " S . D . R . 9 POLYETHYLENE TUBING

D . MUELLER COMP. F I T . COMPRESSION F I T T I N G ( S )

H I 5 4 2 8 or P - 1 5 4 2 8 H I 5 4 2 8 o r P - 1 5 4 2 8

E. CHECK VALVE CHECK VALVE KING 14' lxla" F . I . P . KING BROS. 2 " x 2 " F . I . P .

F . 1 4 " CURB STOP 2 " CURB S T O P

NUELLER B - 2 5 1 5 5 MUELLER B - 2 5 1 5 5

G . MINNEAPOLIG BOX MINNEAPOLIS STYLE CURB BOX MUELLER H - 1 0 3 8 7 MUELLER H - 1 0 3 8 7

Ii. 1 4 " S . D . R . 9 2 " S .D .R . 9 POLY. TUBING POLYETHYLENE TUBING NOTE :

I. CORP.. STOP MUELLER H - 1 5 0 1 3

P I P E : PVC ASTM D 3 0 3 4 - S .D.R . 35 w i t h . 0 - R i n g gasketed j o i n t s SINGLE FAMILY DWELLINGS - 4 " o r 6 " MULTI-FAMILY DWELLINGS - 6" COMMERCIAL B U I L D I N G S - 6 I '

MINIMUM SLOPE: 1% ( 1 / 8 " per f o o t ) SEPARATION FROM WATER L I N E : 10 hor izonta l f ee t MINIMUM COVER: 30" ( 1 8 " i n so l i d r o c k )

I

GRANULAR BEDDING REQUIREMENTS: - N o . 57 o r N o . 67 LIMESTONE (NORMAL)

- 4 " O F BEDDING BELOW P I P E , 4 " - 6 " OVER P I P E BACKFILL REQUIREMENTS : ( a f t e r proper b e d d i n g )

- CLEAN EARTH BACKFILL CAREFULLY PLACED - O.D.O.T. 3 0 4 MATERIAL I N PAVED AREAS

,' 7.

INFORMATION CONTAINED G. P . .. E L E C T R I C CORPORATION S T O P ( T A P )

ON T H I S DRAWING MAY CONTROL/ MUELLER H - 1 5 0 1 3

NOT BE COMPLETE ALARM PANEL REQUIREMENTS. REFER 3

TO WRITTEN S P E C I F I C A T I O N S , H G I D CONDUI- d

k'

\ - 7

\ A 111!g11 G . P . CONTROL W I R E S -

T E S T T E E ( w / w a t e r t i g h t c a p )

STAIN. S T E E L SADDLE 1 18 11 MAx.

- CONCRETE FLEXIBLE CONNECTION (POURGD FOR ANCHOR) W/FERNCO IF NEW SEWER FOR EXIST.

sTRUCTUQE.

OTTA WA COUNTY SANITARY ENGINEERING DEPARTMENT

2012 or 2014 GRINDER PUMP SET-UP PLAN VIEW

PROPERTY # 2 PROPERTY # 1

GRINDER PUMP ELECTRICAL CONTROL PANEL TO BE MOUNTED TO S I D E OF STRUCTUR; AND CONNECTED TO STRUCTURE'L ELECTRICAL SYSTEM. ( 2 PANELS FOR A 2 0 1 4 MODEL)

J

- PUBLIC LOW PRESSURE SEWER MAIN

6" PVC GRAVITY

ROAD RIGHT-OF-WAY OR EASEMENT AREA

\

FOR PROPERTY # 2

7 SERVICE CONNECTION 1

FOR PROPERTY # 1 ( 6 " INLET w/6Y WYE)

TO BE INSTALLED GRINDER PUMP WITHIN 5 F T . OF THE PROPERTY L I N E

A P P R O V E D CHECK VALVE

B -CURB STOP/BOX

\ HDPE SERVICE CONNECTION

OTTAWA COUNTY SANITARY ENGINEERING GRINDER PUMP ELECTRIlCAL POWER SUPPLY INFORMATION

NOTE: If there is a main disco~ect after (or on) the meter base, a splice h x is not needed.

EDISON Simply make connections on line side of main breaker in main disconnect box.

lYlmml

splice off main conductors, cover with '3M INSULATING PUTIT",

/- en cover with electrical tape (for good c o v w , tape m d three (3) times)

SPLICE BOX

10" x 10" x 6' minimum

/&?,"==: with cimuit breaker (with neutral) ground by connecting to the gmund in the control panel

WEATHER PROOF PVC MATERIAL (see NOTE)

+RJNDER PUMP CONTROL PANEL 240V with neutral and gmund

3/4" conduit for gmund wire and grinder pump electrical control wires (to G.P.)

CSI-WRA IS. W.W.T.P.

PHONE: (419) 797-9645 FAX: (419) 797-4518

PHONE: (419) 734-5953 FAX: (419) 734-7072

BUILDING SEWER COMMON 'TRENCH REQUIREMENTS

SURFACE I

I I

PROPERTY LINE

PROPERTY * I

GRAVITY BUILDING SEWER DEPTH REQUIREMENTS W/SWALE

I SURFACE SW ALE

I 1 I

30" I

I I

SEWER MAIN I

PROPERTY "2

NO ROCK

SWIMMING POOL V A U L T DIAGRAM

WATER TIGHT COVER THAT CAN BE REMOVED FOR CLEANING

GROUND LEVEL

h A

24" minimum

Street Lot No.

Property Line

Sketch Date

Main Sewer Connection Sta- @ (Y) (T) Direction Invm @ (Y) (TI Pipe Size Depth below ground Main Sewer

House Connections Type of house connection 1 1 2 O Combined 0 Inv. Of Specials@ Top Of Riser Owner Depth of Upper Special below ground Person Contacted for location of Conection Length Of Riser (Vert.) Date Sta. Of House Conn.@PL Length of House Conn. to PL Remarks Size Of House Conn. Inv. Of House Connection @PC Basement Floor Elevation Fall Available

* Ground May Change With Construction