Portions of the water system are constructed by the appropriate utility, and portions are constructed by private developers. To responsibly regulate the potable water infrastructure, a consistent quality of construction is necessary. Design and construction of potable water infrastructure shall follow the Technical Manual for Potable Water Facilities as published by HWU. Size, type, class, wall thickness and pressure rating of water mains shall be as shown on the approved plans.
7.0.1. 
Depth. In general, water mains shall be sufficiently deep so as to prevent freezing. Minimum cover shall be 42 inches, unless approved otherwise.
7.0.2. 
Sizing. New water mains shall not be less than eight inches (8") in diameter, unless approved by the Engineer. Any pipe larger than eight inches (8") shall be ductile iron. Where a main dead ends at a cul-de-sac, and the water main is not likely to be extended in the future, a two inch (2") HDPE pipe may be laid around the head of the cul-de-sac.
Potable water mains and service lines shall be constructed of the following pipe unless otherwise approved by the Engineer.
7.1.1. 
Polyvinyl Chloride (PVC) Pipe. Polyvinyl chloride pipe and fittings for water mains shall be C-900 or C-905. Pipe 4" to 12" diameter: 150 psi pressure class, DR18. Pipe larger than 12": 165 psi pressure class, DR 25.
7.1.2. 
Ductile Iron Pipe. Ductile iron pipe and fittings for water mains shall be pressure class 350 and shall conform to AWWA/ANSI C150/A21.5. Poly-wrap is required for all ductile iron pipe installations. Interior lining shall be cement mortar. Fittings shall be Class 350, mechanical joint, AWWA/ANSI C153/A21.53. Ductile iron pipe with special pipe jointing materials resistant to permeation of petroleum products shall be used within 200 feet of any oil or gasoline pipeline, underground storage tank, or any soil contaminated with petroleum products.
7.1.3. 
High Density Polyethylene Pipe (HDPE). HDPE pipe for water mains shall be 160 psi working pressure, DR11 (DR9 for 4" diameter and smaller), and shall conform to ASTM D-1248 and ASTM D-3350. Fittings shall be molded or fabricated with ends to match system piping.
7.1.4. 
Service Pipes & Meter Installations. All service pipe shall be type K soft copper. Meter setter kits, meter boxes, meter box lids, corporation stops and service saddles shall all meet the standards and specific manufacturer's models and part numbers as detailed in the HWU Technical Manual for Potable Water Facilities. Service saddles are required for PVC mains. All soft copper connections shall be flare type connections.
7.1.5. 
Fittings. Fittings for all water mains shall be ductile iron, AWWA/ANSI C153/A21.53. Fittings shall have mechanical joints meeting the requirements of AWWA/ANSI C111/A21.11. Fitting shall have interior cement mortar lining as specified for DI pipe.
7.1.6. 
Valves. Gate valves shall conform to AWWA C-509, and shall be resilient seat, ductile iron body, non-rising stem, fully bronze mounted, and suitable for working pressures of 150 psi. All gate valves shall be furnished with mechanical joint end connections, unless otherwise shown on the Drawings. Each gate valve installed in the ground shall be installed in a vertical position with a valve box. Gate valves set with valve boxes shall be provided with a 2-inch square operating nut and shall be opened by turning to the left (counterclockwise).
Butterfly valves shall be of the tight closing, rubber seat type, which are recess mounted and securely fastened to the valve body or to the valve disc. Valves shall be rated for 150 psi pressure. Valve discs shall rotate 90 degrees from the full open position to the tight shut position. Valves shall meet the full structural requirements of the application classes of AWWA C504, latest revision. Valve bodies shall be constructed of ductile iron and shall have integrally cast mechanical joint ends. Two (2) trunnions for shaft bearings shall be integral with each valve body. Valves shafts shall be constructed of stainless steel or of other approved construction. Operators shall be the traveling nut type, AWWA C504, Class 150B. Operators shall be fully gasketed and grease packed and designed to withstand submersion in water to 10 psi. The number of turns to move from fully open to fully closed shall closely resemble conventional distribution valve practice.
7.1.7. 
Hydrants. Fire hydrants shall be installed as directed, and not more than 600 feet apart. Fire hydrant barrels shall have a safety breakage feature above the ground line. All hydrants shall have 6-inch mechanical joint shoe connection; two 2-1/2-inch hose discharge nozzles and one 4-1/2-inch pumper nozzle. The nozzle connection threads shall be National Standard Threads (N.S.T.). The main valve shall have 5-1/4-inch full opening and be of the compression type, opening against water pressure so that the main valve remains closed should the barrel be broken off. Each nozzle is to be protected by nozzle caps. The caps shall be furnished with a 1-1/2-inch pentagonal opening nut, gaskets and attachment chains.
Flush hydrants shall be installed at locations as specified, and at the end of all dead-end lines. Flush hydrant outlets shall be a minimum of 2-1/2 inches, with minimum 3 inch barrels.
7.1.8. 
Air Release Valves. Air release valves and boxes shall be installed at the high points in the lines as shown on the Drawings. Air valve stems shall be connected to the main by a corporation stop. Valves shall be suitable for average working water pressure of 300 psi, have a 2-inch large orifice and a 3/32-inch small orifice. Valves shall be equipped with cast iron body and cover, stainless steel float, Buna-N seat and bronze linkage. Air valve boxes shall be a straight section of 36" RCP with standard manhole frame and lid, and shall be set on a crushed stone or gravel base.
7.1.9. 
Valve Boxes. Valve boxes shall be of 5-1/4 inch, standard cast iron, two or three piece, screw-type valve box with drop cover marked "WATER".
7.1.10. 
Casing Pipe. Casing pipe for water lines installed by road boring or in ditch crossings shall be steel, plain end, uncoated and unwrapped, have a minimum yield point strength of 35,000 psi and conform to ASTM A252 Grade 2 or ASTM A139 Grade B without hydrostatic tests. The steel pipe shall have welded joints and be in at least 18-foot lengths. Pipe shall be straight along the centerline axis within 1/50 of the outside diameter. Pipe shall also be free from dents or humps due to damage or variations in wall thickness. For highway and ditch crossings, the minimum wall thickness of the casing pipe shall be 0.250 inches for 16 inch and smaller casings; 0.312 inches for 18 inch, 20 inch, and 22 inch casings, 0.344 for 24 inch and larger casings. For railroad crossings casings shall have a minimum wall thickness of 0.344 inches. Field lock gaskets shall be installed at all carrier pipe joints within all encasement pipe and within one pipe length outside the casing on both ends.
Unless specifically directed otherwise by the Engineer, not more than 100 feet of trench shall be opened ahead of the pipe laying work of any one crew, and not more than 100 feet of open ditch shall be left behind the pipe laying work of any one crew. Watchmen or barricades, lanterns and other such signs and signals as may be necessary to warn the public of the dangers in connection with open trenches, excavation and other obstructions, shall be provided by and at the expense of the contractor. Conformance to all state highway requirements shall be the responsibility of the contractor when encroachment on highway right-of-way is necessary.
Water line trenches shall be excavated to the depths shown on the plans or as directed by the Engineer. If depths are not shown on the plans, all water lines shall have 3'-6" to 4'-0" cover unless otherwise approved by the Engineer.
Unless specifically authorized by the Engineer, in no case shall trenches be excavated or permitted to become wider than 2 feet 6 inches plus the nominal diameter of the pipe at the level of or below the top of the pipe. If the trench does become wider than 2 feet 6 inches at the level of or below the top of the pipe, special precautions may be necessary, such as providing compacted granular fill up to the top of the pipe or providing pipe with additional crushing strength as determined by the Engineer after taking into account the actual trench loads that may result and the strength of the pipe being used. The contractor shall bear the cost of such special precautions as necessary.
All excavated materials shall be placed a minimum of 2 feet back from the edge of the trench.
Prior to excavating the trench, Contractor shall pothole far enough ahead to reveal obstructions that may necessitate changing the line or grade of the pipeline, in order to avoid delays or the addition of avoidable fittings.
When directed by the Engineer, only one half of street crossings and road crossings shall be excavated before placing temporary bridges over the side excavated for the convenience of the traveling public. All backfilled ditches shall be maintained in such a manner that they will offer no hazard to the passage of traffic. The convenience of the traveling public and property owners abutting shall be taken into consideration. All public or private drives shall be taken into consideration and shall be promptly backfilled or bridged at the direction of the Engineer. Excavated materials shall be disposed of so as to cause the least interference, and in every case the disposition of materials shall be satisfactory to the Engineer. Trenches in which pipes are to be laid shall be excavated in open cut to the depths shown on the approved plans, cut sheets or as specified by the Engineer. Where rock is encountered, is shall be removed to a minimum depth of four (4) inches below the pipe bells.
Where conditions exist that may be conducive to slides or cave-ins, proper and adequate sheeting, shoring and bracing shall be installed (See Section 7.6) to provide safe working conditions and to prevent damage to work. Trenches shall be kept free of water during the laying of the pipe and until the pipeline has been backfilled. Removal of water shall be at the contractor's expense.
All water main pipe shall be bedded with select material. Where suitable soil conditions are encountered, the trench bottom may be shaped to cradle the bottom 60 degrees of the pipe. All water main pipe shall be supported on a level trench bottom. Holes in the trench bottom or bedding for pipe bells must be provided at each joint and should be no larger than necessary for proper joint assembly and assurance that pipe barrel will lie flat on trench bottom. The trench must supply true and even support for pipe. In no case shall the pipe be supported directly on solid rock. When rock is encountered in the trench bottom, bedding shall consist of fine gravel or size #9 crushed stone only.
Pressure pipe shall be installed in accordance with AWWA C600, latest revision, and laid to lines, cover or grades shown on the drawings. Water lines installed on a slope greater than 20 degrees shall be approved on a case by case basis by the Engineer.
Jointing of pipes shall follow the manufacturer's recommended procedures. The pipeline shall be installed on a level bottom with holes for the bells cut at each joint and bedded with select material. Mechanical restraint retainer glands shall be used on all fittings.
Gate valves for lines smaller than 16" or butterfly valves for lines 16" and larger shall be spaced at a maximum of 500 feet, or at each fire hydrant tee. Gate or butterfly valves shall also be provided at all branch lines and at the tie-in to the existing line. At line tee connections, 3 valves shall be installed. A valve shall be installed at the end of every line followed by a full section of pipe and end cap unless otherwise approved in writing by HWU. Hydrant valves shall be installed with a 6" tee installation and no other taps or services. The hydrant valve shall isolate the hydrant only. All valves shall be located outside roadways unless approved by the Engineer.
The points insisted upon in the laying of pipe will be: Proper alignment, evenness of width and depth of joints, perfection in jointing, and care of the pipe in handling. Joint deflections shall not exceed one-half of the manufacturer's recommended maximum allowable. Supporting of pipe shall be as set out hereinbefore under "Pipe Bedding" and in no case shall the supporting of pipe on blocks be permitted.
Before each piece of pipe is lowered into the trench, it shall be thoroughly inspected to insure it is clean. Each piece of pipe shall be lowered separately unless special permission is given otherwise by the Engineer. No piece of pipe or fittings which is known to be defective shall be laid or placed in the lines. If any defective pipe or fitting shall be discovered after the pipe is laid, they shall be removed and replaced with a satisfactory pipe or fitting. In case a length of pipe is cut to fit in a line, it shall be so cut as to leave a smooth end at right angles to the longitudinal axis of the pipe and a repair type coupling used as a splicing device.
When installation is stopped for any reason, the exposed ends of pipes shall be closed with a plug fitted into the pipe bell, so as to exclude earth or other material, and precautions taken to prevent flotation of pipe by runoff into trench.
When locating near sewer lines, the horizontal separation between water and sewer lines should be at least 10 feet measured to the pipe wall exterior. Should location conditions prevent a horizontal separation of 10 feet, HWU may allow a deviation on a case by case basis, if supported by data from the engineer. Such deviation may be allowed if the sewer is laid in a separate trench or if it is laid in the same trench with the water main located at one side on a bench of undisturbed earth. In either case, the elevation of the crown of the sewer is at least 18 inches below the invert of the water main.
Water mains crossing above sewer lines shall be waterworks grade ductile iron pipe. The crossing shall be at the midpoint of the section of sewer pipe. The ductile iron water pipe shall be laid with a 20-foot section of pipe centered at the sewer line to insure that joints are as far as possible from the crossing.
Water mains crossing sewers shall be laid to provide a minimum vertical distance of 18 inches between the outside of the water main and the outside of the sewer. Should location conditions prevent the water main from being buried to meet the above requirements and maintain minimum cover, HWU may allow a deviation on a case by case basis, if supported by data from the engineer. Such deviation may be allowed if the sanitary sewer line is constructed with ductile iron pipe with protective internal coating of "Protecto-401" or equivalent epoxy coating (RCP or cement lined DIP for storm sewer) for a distance of 10 feet on each side of the water line and one full length of water main is centered over the sewer so that both joints will be as far from the sewer as possible. As an alternative for existing sewers, the sewer line may be encased.
Concrete anchors and thrust blocking of water mains and fittings shall be placed where shown on the Drawings, required by the Specifications, or as directed by the Engineer. Concrete shall be 2,500 psi and shall be mixed sufficiently wet to permit it to flow under the pipe to form a continuous bed.
Hydrants shall be located as shown on the plans or as directed by the Engineer. The location shall provide complete accessibility and minimize the possibility of damage from vehicles or injury to pedestrians. When placed behind the curb or sidewalk, the hydrant barrel shall be set so that no portion of the pumper or hose nozzle cap will be less than 4'-0" from the gutter face of the curb, the edge of sidewalk, or a driveway. All hydrants shall stand plumb with the pumper nozzle facing the curb. Hydrants shall be set to the established grade, with nozzles at 18 inches above finished grade as shown on the drawings or as directed by the Engineer. Unless otherwise shown, each hydrant on the drawings shall be connected to the main with a 6-inch branch connection controlled by an independent 6-inch gate valve. Fine graded river gravel to be placed 6" from surface to 6" below water line in a 2'-0" radius around hydrant barrel, for dissipation of weep-hole drainage. No drainage sump shall be connected to a sanitary sewer. No hydrant shall be set over any other utility.
All hydrants shall be provided with a concrete thrust block, minimum of 2'-4" x 6" x 16" poured concrete, set against undisturbed earth. The thrust block shall be placed between undisturbed ground and the fitting to be anchored. The thrust block shall be so placed that the pipe and fitting joints will be accessible for repair. If shown on the drawings or directed by the Engineer any movement shall be prevented by attaching suitable metal rods, clamps, or restrained fittings.
M.J. Fittings shall be installed with a restraining gland or other mechanical restraining system approved in writing by the Engineer and torqued at the specified foot-pounds of the manufacturer. Additionally, joining restraint is required along the length of pipe indicated on the drawings for the various type and size of fitting.
Mechanical joints shall be made in accordance with the recommendations of the manufacturer. Joint bolts shall be drawn up equally around the entire periphery maintaining equal spacing from the gland to the face of the flange at all points around the joint. All bolts shall be tightened to within the following torque range. Bolts may be snugged with an air wrench.
Tracer wire and locator tape shall be furnished and installed with all water mains. The tracer wire shall be taped or suitably held over the top center of the pipe and shall be #12 single strand copper wire with THW insulation or approved equal. All splices shall be made with the aid of DBR Direct Bury Splice Connectors as manufactured by 3M Electrical Products Division to insure continuity and insulation of the copper wire from the soil. Tracer wire shall be securely connected at flange bolts to all valves, fittings and hydrants to provide a suitable electrical connection. The electrical continuity of tracer wire between valves and fire hydrants shall be verified and defects found shall be corrected prior to acceptance by the Engineer. A metallic locator tape shall be buried in the trench a minimum of 12" over the top of the pipe and a minimum of 12" below the finished grade. The words "Caution Water Line Below" shall be repetitively printed along the length of the tape.
For residential lots a double meter box and hanger setting, placed on the property line between the two lots, shall be installed where possible. One-inch soft copper service line shall be installed for double meter settings and 3/4" soft copper service line shall be installed for single meter settings.
In cases where storm sewers, gas lines, sewer lines, telephone lines, and other utilities, or other underground structures are encountered, they shall not be displaced unless necessary, in which case they shall be replaced in as good condition as found as quickly as possible. Any lines or underground structures damaged in the construction shall be replaced at the contractor's expense, unless in the opinion of the Engineer, such damage was caused through no fault of the contractor.
The contractor shall notify the utility companies prior to excavation adjacent to their facilities.
The contractor's attention is further directed to Section 1.10 for additional requirements.
Where unstable material is encountered or where the depth of excavation in earth exceeds six feet, the sides of the trench or excavation shall be supported by substantial sheeting, bracing or shoring in accordance with applicable regulations. Adequate and proper shoring of all excavations, and design and fabrication of all sheeting and shoring systems shall be the entire responsibility of the Developer.
Care shall be taken to avoid excessive backfill loads on the completed pipelines and the requirements that the width of the ditch at the level of the crown of the pipe be not more than two feet six inches plus the nominal diameter of the pipe shall, as set out in Section 7.2 hereinbefore, be strictly observed.
All backfilling shall be accomplished in accordance with the details shown on Standard Drawings.
When directed by the Engineer, the contractor shall add water to the backfill material or dry out the material when needed to attain a condition near optimum moisture content for a maximum density of the material when it is compacted. The contractor shall obtain a compaction of the backfill of at least 95 per cent of standard (ASTM D 698) Procter density where mechanical compaction of backfill is required.
Before final acceptance, the contractor will be required to level off all trenches or to bring up the level of the surrounding terrain. The contractor shall also remove from roadways, rights-of-way, and/or private property all excess earth or other materials resulting from construction.
In the event that pavement is not placed immediately following trench backfilling in streets and highways, the contractor shall be responsible for maintaining the trench surface in a level condition at proper pavement grade at all times.
In all cases walking or working on the completed pipelines, except as may be necessary in compaction or backfilling, will not be permitted until the trench has been backfilled to a point one foot above the top of the pipe. The filling of the trench and the compacting of the backfill shall be carried on simultaneously on both sides of the pipe in such a manner that the completed pipeline will not be distributed and injurious side pressures do not occur.
7.7.1. 
Method "A" Backfilling in Open Terrain. Backfilling of pipeline trenches in open terrain shall be accomplished in the following manner:
The lower portion of the trench, from the pipe bedding to a point 6 inches above the top outside surface of the pipe shall be backfilled with No. 9 crushed stone. This material shall be placed in 6" layers along each side of the pipe taking care to keep the level of fill on each side of the pipe equal. Compaction shall be accomplished by hand-tamping or by approved mechanical methods. Upon approval of the Engineer, crushed stone, fine gravel, or sand may be used as backfill in lieu of compacted earth.
The upper portion of the trench above the compacted portion shall be backfilled with material which is free from large rock. Incorporation of rock having a volume exceeding eight (8) cubic inches is prohibited. Backfilling this portion of the trench may be accomplished by any means approved by the Engineer. The trench backfill shall be heaped over or leveled as directed by the Engineer.
7.7.2. 
Method "B" - Backfilling under Sidewalks, and Unpaved Driveways. The entire trench shall be backfilled with No. 9 crushed stone.
7.7.3. 
Method "C" - Backfilling Under Streets and Paved Driveways. The lower portion of the trench, from the pipe bedding to a point six inches (6") below the bottom of the pavement or concrete sub-slab shall be backfilled with No. 9 crushed stone or fine gravel.
The upper portion of the trench, from a point 6 inches below the base of the pavement or concrete, shall be backfilled with a base course of dense graded aggregate. At such time that pavement placement is accomplished, the excess base course shall be removed as required.
The testing of water mains shall be accomplished by the developer in accordance with the procedures listed hereinafter. All testing shall be witnessed by the Engineer. Tests not witnessed by the Engineer shall be repeated at the developer's expense.
7.8.1. 
The developer will be required to test all pipelines and appurtenances with water. The maximum test pressure, measured at the lowest elevation of the pipeline being tested, shall be the pressure class of the pipe unless a specific test pressure is shown on the Drawings. The minimum test pressure shall be 1.5 times the design static pressure or 150 psi, whichever is greater.
7.8.2. 
When the line or section being tested is pumped up to the required pressure, it shall be valved off from the pump and a pressure gauge placed in the line. The pressure drop in the line, if any, shall be noted. If no pressure drop is noted in 4 hours, the HWU, at its discretion, may accept the line or section as being tested, or HWU may require the test run the full 24 hours.
7.8.3. 
At the end of the 24-hour test period, the pressure shall be recorded. If there is a drop in pressure, the developer shall be required to find and repair any leaks, and retest until there is no pressure drop over the test period.
7.8.4. 
Regardless of the testing, all leaks that are evident, in the opinion of the engineer, due to water at the surface of the ground, or by listening, the leak can be heard underground with the geophone, or any other means of determining a leak, the developer shall be required to repair those leaks.
7.8.5. 
The developer shall furnish the meter or suction tank, pipe test plugs, and bypass piping, and make all connections for conducting the above tests. The pumping equipment used shall be centrifugal pump, or other pumping equipment, which will not place shock pressures on the pipeline. Power plunger or positive displacement pumps will not be permitted for use on closed pipe system for any purpose.
7.8.6. 
Inspection of pipe laying procedures shall in no way relieve the developer of the responsibility for passing tests or correcting poor workmanship.
7.8.7. 
All testing will be observed by the Engineer.
7.8.8. 
Test sections of water main shall not exceed 2500 feet in length. Inline valves are to be suitably located along the water main to accommodate this requirement.
Before any new section is put into service and prior to final acceptance, the developer shall disinfect all constructed water lines carrying treated water in accordance with AWWA C651, latest revision, and local and state regulations. All disinfection shall be witnessed by the Engineer. Tests not witnessed by the Engineer shall be repeated at the developer's expense.
7.9.1. 
Prior to starting disinfection, all water mains must be thoroughly flushed to remove debris. Disinfection will then be accomplished by the adding of the chlorine solution while filling the main to obtain the initial 50 ppm of chlorine. The developer shall supply all equipment, labor, etc. necessary for flushing and disinfecting the mains. The developer shall submit, in writing, to the Engineer, the method he proposes to use for adding the chlorine.
7.9.2. 
Disinfection shall be accomplished by filling the new and/or repaired portions of the system with water having a chlorine content of at least 50 parts per million and at the end of a 24 hour contact time a residual of at least 25 parts per million shall remain. At the end of the 24-hour contact period, all the sterilized surfaces and areas shall be thoroughly flushed from the water system.
7.9.3. 
For tie-ins to an existing system such as the use of tapping valves where keeping the main out of service would restrict service to existing customers, disinfection shall, at the Engineer's discretion, consist of thoroughly cleaning the new part with a solution containing not less than 200 mg/l (ppm) chlorine.
7.9.4. 
After initial disinfection and flushing, the developer will use a certified lab to collect water samples for bacteriological testing. A core zone, which includes up to the first 1/2 mile, shall be established. Two samples shall be taken from the core zone. Additionally, 1 sample taken from each mile of new distribution main shall be submitted to HWU. A new or routine replacement main shall not be placed in service until negative laboratory results are obtained on the bacteriological analyses. Sample bottles shall be clearly identified as "special" construction tests. If any of the samples are found to be positive or contain confluent growth, the developer shall repeat the disinfection procedure until the required numbers of negative samples are obtained.
7.9.5. 
Certified results shall be presented to Engineer in writing before the new section is put in service. Engineer will then place the new section in service if usage connections are made and the section is ready for use. Under no circumstances are valves to be operated by anyone other than authorized utility personnel.
7.9.6. 
De-Chlorination. Chlorinated water shall be disposed of in accordance with 401 KAR 5:031 and 8:020 which state that the allowable in stream concentration of chlorine is 10 ug/l, which is equal to 0.01 mg/l. The developer shall submit, in writing to the Engineer, the method he proposes for dechlorinating. Recommended chemicals, as given in AWWA C651-86, are sulfur dioxide, sodium bisulfate, sodium sulfite, and sodium thiosulfate.
All new service lines, corporation stops and meter kits necessary for service up to and including the meter box shall be installed before water main is tested or put in service.
7.10.1. 
All new corporation stops are to be installed in the horizontal 3 o'clock or 9 o'clock positions in accordance with the standard drawing.
7.10.2. 
All taps on the water main shall be made with an AWWA approved tapping machine (no manual taps will be allowed). Saddles are not required for taps of 1" or smaller on ductile iron pipe. All other taps require the use of a service saddle. Saddles are required on all PVC pipe.
7.10.3. 
A standard setter kit shall be installed at locations as shown on the construction drawings and as per standard drawings.
7.10.4. 
Location of dual meter kit assembly shall be centered on property line.
7.11.1. 
Concrete Sidewalks, Curbs and Gutters. Where concrete sidewalks, curbs or gutters are cut or disturbed during the construction work, they shall be replaced in fully as good or better condition than that which existed prior to the contractor's operation.
When replacing concrete sidewalks, the existing concrete edges shall be trimmed straight 6 inches back of the trench sides or to the nearest joint as directed by the Engineer. The existing edges shall be cleaned and kept moist during pouring to insure a good bond with new concrete.
Sidewalk shall be formed, poured and cured in conformance with Section 4.2 of these specifications. Curbs and Gutters shall be formed, poured and cured in conformance with Section 4.3 of these specifications.
7.11.2. 
Concrete Pavement. Where Portland Cement concrete streets and driveways are removed, they shall be reconstructed to the original lines and grades and in such manner as to leave all such surfaces in fully as good or better condition than existed prior to the operation.
The existing concreted paving shall be sawed or cut to straight edges 12 inches outside the edges of the trench or broken out to an existing joint.
Concrete pavement shall be formed, poured and cured in conformance with Section 3.5 of these specifications.
7.11.3. 
Bituminous Highway, Street and Driveway Replacement. The contractor shall replace those sections of existing alleys, streets and driveways which have been removed during construction. He shall reconstruct same to the original lines and grades and in such manner as to leave all such surfaces in fully as good or better condition than that which existed prior to his operation.
Prior to trenching, the pavement shall be scored or cut to straight edges at least 12 inches outside each edge of proposed trench to avoid unnecessary damage to the remainder of the paving. Edges of the existing pavement shall be re-cut and trimmed to square, straight edges after the pipeline has been installed and prior to placing the new base and pavement.
Backfilling the trench shall be in accordance with the previous section on backfilling trenches. Base course for the paving shall be Dense Graded Aggregate and shall be placed in accordance with section 3.4 to a depth equal to the existing base course, but not less than 6 inches in streets and alleys, and 4 inches in driveways.
Pavement shall be replaced in conformance with Section 3.4 of these specifications.
7.12.1. 
Horizontal Separation. Water mains should be laid at least 10 feet, horizontally, from an existing or proposed sewer main. Should local conditions prevent a lateral separation of 10 feet, a water main may be laid closer than 10 feet to the sewer if:
a. 
It is laid in a separate trench.
b. 
It is laid in the same trench with the sewer but is located on one side on a bench of undisturbed earth.
c. 
In either case, the elevation of the top of the sewer is at least 18 inches below the bottom of the water main.
7.12.2. 
Vertical Separation. Whenever sewers must cross under water mains, the sewers shall be laid at such an elevation that the top of the sewer is at least 18 inches below the bottom of the water main. When the elevation of the sewer cannot be buried to meet the above requirements, the sewer line shall be reconstructed with ductile iron pipe for a distance of 10 feet on each side of the water line. One full length of water main shall be centered over the sewer so that both joints will be as far from the sewer as possible.
Existing mail boxes, clothes line posts, fences, etc., shall not be disturbed unless necessary, and if disturbed, shall be replaced in like or better condition as quickly as possible. When materials have not been damaged by the contractor's operations, they may be reused in replacing such facilities. Damaged materials shall be replaced with new materials of the same type at the contractor's expense.
Upon completion of the installation of the water mains and appurtenances, the contractor shall remove all debris and surplus construction materials resulting from the work. The contractor shall grade the ground along each side of the pipe trench in a uniform and neat manner. Seeding and sodding, if required, shall meet the requirements of Section 6.18.