SECTION PIPELINE CONSTRUCTION

Transcription

1 SECTION PART 1 -- GENERAL 1.1 WORK OF THIS SECTION A. The WORK of this Section includes providing general requirements for pipelines, including pipejoints, specials, and appurtenances, complete and in place. This Section is intended for use on gravity and pressure pipeline projects in trenches. It is not intended for trenchless projects. 1.2 STANDARD SPECIFICATIONS A. Amendment. Except as otherwise indicated in this Section of the Specifications, the CONTRACTOR shall comply with the latest edition of the Standard Specification for Public Works Construction (SSPWC) together with any latest Supplement 1.3 SHOP DRAWINGS AND SAMPLES A. In addition to the requirements of Section and the pipe material specifications, the following shall be submitted in compliance with SSPWC Subsection Post-installation videotape and inspection reports. 2. Shop drawings and design calculations for joint restraint systems using reinforced concrete encasement of pressure pipe and fittings. 3. Drawings and calculations for thrust blocks. PART 2 -- PRODUCTS 2.1 PIPE AND APPURTENANCES A. Provide pipe materials, coatings and linings, and appurtenances of the sizes and types indicated on the Drawings and comply with appropriate specification section for the pipe materials. 2.2 FILL AND BACKFILL MATERIAL A. Fill and backfill materials shall be in accordance with Section PART 3 -- EXECUTION 3.1 PREPARATION A. Traffic: Conform to California Department of Transportation requirements. B. Utility Relocation: Notify the CITY of existing public utilities and franchise holders which must be relocated and the reasonable time for doing so. The OWNER will contact the utility or franchise holder and request relocation. Relocation and protection of existing utilities are the CONTRACTOR s responsibility. PAGE

2 C. Where the proposed piping will connect to existing piping, the CONTRACTOR shall excavate the point of connection to verify size, layout, and depth. Prepare a sketch of the proposed point of connection for submittal to the City Engineer. The CONTRACTOR shall give the CITY a minimum of two hours to inspect the existing piping before backfilling. 3.2 DEWATERING A. Install and operate according to Section a continuous dewatering system capable of maintaining the ground water level 2 feet below the excavated trench bottom. Well points shall be located on both sides of the trench for dewatering, unless otherwise approved by the CITY. B. Operate the dewatering system 7 days per week, 24 hours per day with water level as indicated above until backfilling is completed. C. Field-determined departures from the dewatering plans may necessitate adjustments to the trench shoring and bracing methods to achieve soil stability. Adjustment shall be at no additional cost to the OWNER. D. Dewatering shall prevent softening of the bottom of excavations or formation of quick conditions. Dewatering shall not remove native soils. All loose soil shall be removed and recompacted in accordance with Section EXCAVATION A. Unless indicated otherwise, excavation and overexcavation shall be in accordance with Section B. Trench width shall be as indicated. C. Stabilize the trench subgrade by compaction to 95 percent relative density. Where trench bottom has been over-excavated, compact the bedding to 95 percent in 1-foot thick layers. 3.4 LAYOUT AND HANDLING A. Handling of Pipe and Accessories: Pipe shall be lifted in such a manner as to minimize bending and prevent damage to the pipe. During transport, pipe shall be supported to prevent distortion or damage to the pipe. When not being handled, pipe shall be stockpiled on timber cradles or properly prepared ground with all rocks larger than 3 inches eliminated. All pipe, fittings, valves and accessories shall be carefully lowered into the trench in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench. The CONTRACTOR shall smooth out any burrs, gouges, or weld splatter and repair other defects prior to laying the pipe. Any pipe section, including coatings and linings, that becomes damaged as a result of handling or stockpiling shall be replaced with a new unit or repaired at no additional cost to the OWNER. 3.5 DIVERSION PUMPING A. All diversion pumping shall require 100 percent redundant backup on site, prior to commencement of WORK. The CONTRACTOR shall submit for approval to the DWP General Manager a plan for spill containment. PAGE

3 B. Where the proposed piping will connect to existing piping which is in sewage service, install and operate bulkheads, plugs, piping, and diversion pumping equipment to maintain sewage flow and to prevent backup or overflow. C. Design diversion piping, joints, and accessories to withstand a minimum of 50 psi. D. No sewage shall be diverted into any open area outside of a sanitary sewer. E. CONTRACTOR shall be responsible in the event of spill or overflow. In an event of a spill or overflow, the CONTRACTOR shall completely contain the overflow and take action to clean and disinfect the spillage area to original condition. CONTRACTOR shall immediately notify the CITY. 3.6 INSTALLATION General: Pipe shall be installed in accordance with the pipe manufacturer's recommendations and the applicable provisions of SSPWC Subsection , and the requirements herein. A. Interferences 1. CONTRACTOR shall protect and maintain all underground and surface utility structures, drains, sewers, and other obstructions encountered in the progress of the WORK. Where indicated that the grade or alignment of the pipe is obstructed by existing utility structures such as conduits, ducts, or pipes, the obstruction shall be supported until it is relocated, removed, or reconstructed by the CONTRACTOR in cooperation with owners of such utility structures. 2. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the CITY may direct a change in the alignment or the grades. Such change shall be made by the deflection of joints, by the use of bevel adapters, or by the use of additional fittings. However, in no case shall the deflection in the joint exceed the maximum deflection recommended by the pipe manufacturer. No joint shall be misfit any amount, which will be detrimental to the strength and integrity of the finished joint. B. Line and Grade Tolerance: Each section of pipe shall be laid based on an alignment provided by a Registered Land Surveyor or Registered Civil Engineer. Unless indicated otherwise, the pipe shall be laid to the design line and grade, within approximately one inch plus or minus. Sags exceeding 3/8- inch on gravity sewers will not be accepted by the CITY. No tolerance is permitted on pipes designed for zero slope. C. Curved Alignments: Curved alignment may not be used on the gravity sewer lines. Where curved alignments are indicated on pressure sewer and water lines, deflecting the joints will be allowed only in accordance with the written instructions of the pipe manufacturer and these specifications. Where a smaller radius of curvature is required than can be accommodated by deflecting the joints, sections of pipe with beveled ends may be laid unless fabricated bends are indicated. Maximum joint deflection and maximum bevel for different pipe sizes and joint designs shall be in accordance with the pipe manufacturer's recommendations and these specifications. In no case shall a 2-degree joint deflection be exceeded. D. Cutting and machining of the pipe shall only be in accordance with the pipe manufacturer's standard procedures for this operation. Pipe shall not be cut with a cold chisel, standard iron pipe cutter, nor any other method that may fracture the pipe, produce ragged, uneven edges, or otherwise impair the condition of the pipe. PAGE

4 E. The CONTRACTOR shall install all pipe, fittings, closure pieces, bends, reducers, wyes, tees, crosses, outlets, manifolds, and other steel plate specials, bolts, nuts, gaskets, jointing materials, and all other appurtenances as indicated and as required to provide a complete and workable installation. No pipe or appurtenance shall be installed when the interior or exterior surfaces show cracks or other defects that may be harmful as determined by the CITY. Damaged interior and exterior surfaces shall be repaired to the satisfaction of the CITY or a new undamaged pipe or appurtenance shall be provided. F. Pipe laying operations shall be stopped and dewatering operations shall be adjusted to prevent the pipe from floating due to water entering the trench from any source. The CONTRACTOR shall reinstall all affected pipe to its specified condition and grade. G. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be closed with watertight expandable type sewer plugs or PVC test plugs at the end of each day's operation or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted. H. Immediately before placing each section of pipe in final position for jointing, the bedding shall be checked for firmness and uniformity of surface. I. Pipe shall be laid directly on the bedding material. No blocking will be permitted and the bedding shall form a continuous, solid bearing for the full length of the pipe. Excavate to facilitate removal of handling devices after the pipe is laid. Bell holes shall be formed at the ends of the pipe to prevent point loading at the bells or couplings and to facilitate placement of grout bands. Excavation shall be adequate to permit access to the joints for bonding operations and for application of coating on field joints. J. Backfilling and compaction shall comply with Section and the pipe specifications. K. Sheet piling, if used for shoring shall extend at least [2] feet below the bottom of the trench. After completion of the pipe, it may be removed by cutting at least 12 inches above the top of the pipe. No vibratory methods for pile removal will be accepted, and piling lower than 12 inches above the top of the pipe shall be left in place. L. Lay section of pipe with the bell end upgrade. M. Except for short runs, which may be permitted by the CITY, sections of pipe shall be laid in a sequence moving in an upgrade direction on grades exceeding 10 percent. Pipe, which is laid in a downgrade direction, shall be blocked and held in place until sufficient support is furnished by the following pipes to prevent movement. N. Where indicated, concrete thrust blocks shall be provided. 3.7 FIELD TESTING A. Field testing shall be in accordance with Section AND Section 02730, as applicable. PAGE

5 3.8 POST-INSTALLATION TELEVISION INSPECTION A. Prior to final acceptance of newly constructed gravity sanitary sewers, CONTRACTOR shall perform cleaning and closed circuit television (CCTV) inspection. 1. Cleaning will be done via mandrel and flush and/or hydrojet and vacuum. The cleaning process includes collection, removal, transportation, and disposal of any sand, debris, and liquid wastes to legal disposal sites. 2. The mandrel size shall be SSPWC Table (B)2. A minimum of two (2) P-traps installed in series will be used in downstream manholes to prevent debris infiltration into City main line sewer. Locations will be determined by the Inspector and the Inspector must be present. The mandrel shall be pulled by hand via a string and shall have a 3/8-inch rope attached to the rear of the mandrel so that the mandrel may be dislodged. B. After cleaning, the CONTRACTOR shall perform a CCTV inspection according to SSPWC and the following. 1. Camera shall pan all manholes to document manhole conditions. Camera operator shall slowly pan each service connection and where sewer transitions from one pipe material to another. 2. Videocassette capacity shall be adequate to record inspection of at least one complete pipe segment between manholes. Recording of a single segment shall not extend to more than one videocassette. 3. No sewage flow is allowed in the gravity sanitary sewer while performing post-installation television inspection. C. Submit videotapes in VHS format, recorded at Standard Play (SP). Two permanent labels are required. One label shall be placed on the spine and the other on the face of the videotape. 1. Cassette Spine Information a. Contractor Name b. Project Name c. Tape Number d. Date Televised e. Date Submitted 2. Cassette Face Information a. Name of Street b. From Manhole Number c. To Manhole Number d. Pipe Length e. Project Name f. Tape Number PAGE

6 D. For each video tape prepare a complete written TV Inspection Report which will include at a minimum: 1. Distance Between Manholes 2. Lateral Locations / Stations 3. Cleanouts Locations / Stations E. All new sewers shall be CCTV inspected prior to CITY acceptance. F. All tapes will be reviewed by a senior inspector/supervisor and shall either pass or fail based on the following: 1. Pass: 1 Copy Report 1 Copy Video 1 Copy SI Plans 2. Fail: Repairs made and Re-Video after Repairs G. Send to Department of Water and Power: 1. Copy of all Reports in Inspector s Job File 2. Stamped/Signed and Reviewed 3.9 MISCELLANEOUS REQUIREMENTS FOR SEWERS A. Pavement Removal All existing pavement, curbs, gutters, driveways and sidewalks to be removed shall be cut parallel or perpendicular to centerline of improvement. All pavement to be removed shall be cut so as to leave a straight uniform edge for the replacement of the pavement. Concrete materials shall be cut with a concrete saw to a minimum depth of 1 inch. Bituminous materials shall be cut with tools that have a straight true edge and in such a manner that the adjacent pavement not being removed is neither raised nor depressed. Concrete or bituminous material that has been removed shall not be used as backfill if greater than 3 inches in size. B. Laterals -The CONTRACTOR shall construct the number of laterals shown on the plans and at locations specified by the CITY. All laterals, unless otherwise specified, shall be constructed at right angles to the sewer main and in accordance with the appropriate standard drawing. Unless otherwise specified, all laterals shall be PVC or D.I. as required and shall be on a minimum slope of ¼ inch per foot, with a minimum depth at property line of 5 feet to flow line. S shall be inscribed in the center of the curb face in line with each sewer lateral installation. The S shall be approximately 1 ½ high and 1/16 deep. C. Balling of Sewers After completion of all work, except the street or trench resurfacing, an approved type sewer ball equal to 95% of the diameter of the pipe shall be sent through the sewer from the uppermost structure to the lowermost structure. The CONTRACTOR shall, at his own expense, furnish all materials for carrying out the operation and removing any obstructions that prevent the ball from traveling through the pipe. D. Tunneling Tunneling will be permitted only when indicated on the plans or with the consent of the General Manager of the Department of Water and Power. PAGE

7 E. Cased Crossings Cased crossings shall be constructed as shown on the plans, and unless otherwise specified all joints within the casing shall be factory formed plastic joints. Casing shall be installed by boring or jacking. The method and equipment used in jacking or boring shall be optional with the CONTRACTOR, provided that the DWP General Manager first approves the proposed method. Such approval, however, shall in no way relieve the CONTRACTOR of the responsibility for damages of any nature, which might occur as a result of the method used. The minimum diameter and thickness of the casings used shall be as shown on the plan. However, the CONTRACTOR may use a larger diameter casing, provided that the DWP General Manager first approves the proposed diameter and pipe thickness. Every effort shall be made to avoid any loss of earth outside of the casing, and should such loss occur, the CONTRACTOR shall promptly backfill all voids. The sewer pipe shall be tested before grouting. Unless otherwise shown on the plans, the space between the casing and the sewer pipe shall be completely filled with grout. The CONTRACTOR shall take all measures necessary before grouting to prevent floating or displacement of the sewer pipe. Plaster sand may be used as an alternate to grout if the ends of the casing are sealed with brick and mortar. F. Ductile Iron Sewer Connection When connecting to a ductile iron pipe sewer, fittings must be used. No tapping will be permitted. G. Saddle Connections No sewer shall be broken into except in the presence of the CITY s authorized representative. The connection shall be made with a standard vitrified clay Y saddle constructed with lugs to prevent protrusion through the pipe or PVC molded or fabricated Y saddles with stainless steel straps. PVC Sewer Saddles The hole in the sewer shall be made with an appropriate cutting tool recommended by the manufacture. It shall be made with extreme care starting with as small a hole as possible and carefully enlarged so as to provide a hole approximately ¼ larger than the size of the branch diameter. The saddle shall be solvent welded or gasket skirt and held in place with stainless steel straps on each end of the saddle. Stainless steel straps shall be provided with the saddle by the saddle manufacture. The solvent shall be per manufacture s recommendation. A gasket skirt saddle is not allowed when air testing is required on the sewer line. No additional pipe may be joined to the saddle until the CONTRACTOR receives approval of the saddle connection from the CITY. Vitrified Clay Sewer Saddles The hole in the sewer shall be made with a diamond saw midway between joints. It shall be made with extreme care starting with as small a hole as possible and carefully enlarged so as to provide a hole approximately ¼ larger than the outside diameter of the saddle. The saddle shall be epoxied in place, filling the annular space between saddle and pipe wall with epoxy and attached with two (2) stainless steel pipe bands. The inside shall be wiped to provide a smooth joining of the saddle to the pipe wall. No additional pipe may be joined to the saddle until the CONTRACTOR receives approval of the saddle connection from the CITY. No dripping of pipe is allowed. PAGE

8 H. Concrete Encasement Where minimum cover over the pipe cannot be achieved or where circumstances dictate the sewer may be encased in a reinforced concrete encasement, the encasement must be designed and calculations must be submitted, stamped and signed by a current Registered Civil Engineer in the State of California. I. All valves shall be visually inspected prior to acceptance. This includes all sanitary sewer forcemain valves, water valves, cans and risers. J. Inspection will be a visual inspection by the Public Works Inspector. Any offsets or debris, or any other infraction will be listed and given to the CONTRACTOR, Developer or OWNER. Plans will reflect the situation and be dated with discovery date and correction date. K. A clean set of blueline plans will be used for redline marks and dated. Any corrections will be marked in red and dated with date of inspection. If corrections are to be made, a date of re-inspection will be written on the plans. Visual confirmation of repair will be made and documented by the Public Works Inspector. L. The marked up street improvement plan will be turned over to the Corona Department of Water & Power. The original design plans shall be corrected and as-built drawings shall be submitted to the Public Works Department prior to acceptance of any work MISCELLANEOUS REQUIREMENTS FOR WATER MAINS A. All Fire Hydrants All fire hydrants installed in water systems for the CITY shall be of the California or wet barrel type with a 6 Body. All hydrants shall have standard eight (8) hole drilling in the body flanges. One 4 steamer outlet and one 2-1/2 outlet shall be provided. Threaded outlets shall be National Standard Hose Screw Thread conforming to National Fire Protection Assoc. Standard No If hydrants have a cast iron body, they shall be provided with an epoxy protective lining. Hydrants shall be assembled with break-off bolts at junction of hydrant and hydrant break-off spool. Hydrant buries shall be 6 ductile iron with epoxy coating, with standard eight (8) hole drilling. Flange X flange or flange X mechanical joint with restraining glands shall be used unless otherwise noted on plans. Hydrant bodies shall be coated with a suitable primer coat. Primer coat shall be followed with two (2) coats of finish coats of Rust-O-Leum Old Cat Yellow - #7648G or approved equal. Standard head hydrants shall be Clow #850 and 2050, Jones 3710 and 4040B or approved equal. Super head hydrants shall be Clow #860, #865, #2065, Jones #3765, #3775, #4060B. Hydrants shall be 8 hole pattern with no adapters. B. Valve Boxes Valve boxes shall be of 8 C900, blue in color with a galvanized adjusted slip can, with heavy cast iron cover to be marked Water in accordance with standard plans as manufactured by U. S. Foundry or approved equal. C. Meter Boxes Meter boxes and covers shall be polymer manufactured by J & R Concrete Products, or approved equal, with the following sizes to be used for each size meter: PAGE

9 SERVICE METER BOX SIZE METER BOX SIZE 1 5F 15 X25 X12 2 6B 17 X30 X12 Covers shall be inter-changeable with H&C and J&R concrete meter boxes. D. Combination Air Release Valves Combination air release valves shall be 1 or 2 as required on the plans. The inlet shall have a 1 or 2 pipe thread. The air release valve shall be new and manufactured in the United States. The air release valve shall be installed in accordance with the Standard Plans. E. Valves 4 or Larger Gate valves, 4 or larger, shall be cast iron body, or D.I resilient wedge, epoxy coated inside and out, parallel seat, bottom wedging type with A 22 Low Zinc bronze internal working parts and Ni-Vee non-rising stems. Gate Valves shall conform to A.W.W.A. C509. All gate valves shall be flanged, flanged by M.J., or unless otherwise specified. Valve stem packing should be double O-Ring type recessed into grooves in O-Ring plate only. Grooves shall not be in stem. All gate valves shall have a 2 cast iron operating nut. All valves shall open by turning the operating nut in a counter clockwise direction. All valves are to be new. All valves shall be resilient wedge, epoxy lined and coated with 304 stainless steel bonnet bolts and nuts with anti-seize compound. Valves shall be wrapped with 8-mil polyethylene. Valves will be inspected by the CITY as follows: 1. All valves will visually be inspected prior to acceptance. This includes all sanitary sewer forcemain valves, water valves, cans and risers. 2. Inspection will be a visual inspection by the Public Works Inspector. Any offsets or debris, or any other infraction will be listed and given to the CONTRACTOR, Developer or OWNER. Plans will reflect the situation and be dated with discovery date and correction date. 3. A clean set of blueline plans will be used for redline marks and dated. Any corrections will be marked in red and dated with date of inspection. If corrections are to be made, a date of reinspection will be written on the plans. Visual confirmation of repair will be made and documented by the Public Works Inspector. 4. The marked up street improvement plan will be turned over to the Corona Department of Water & Power. F. Corporation Stops Corporation stops shall meet all of the requirements of the latest edition of AWWA C-800 and shall be bronze, full-way bore ball valve type. No direct taps are allowed. All corporation stops shall be installed with approved pipe saddles in accordance with Subparagraph I below. G. Angle Meter Stops Angle meter stops shall meet all of the requirements of the latest edition of AWWA C-800 and shall be bronze, full port angle ball valve type and shall be designed to permit the connection of copper tubing at the inlet with a female compression nut unless otherwise specified. H. Service Saddles Service saddles shall meet all of the requirements of the latest edition of AWWA C-800 and shall be all bronze for PVC pipe and nylon for DIP with double flattened stainless steel straps. The gasket is to be of Neoprene. All outlets shall have iron pipe thread (IPT). I. Thrust Blocks No thrust blocks shall be used unless written approval from the DWP General Manager is obtained. If approved, concrete thrust blocks shall be of adequate size and shape per PAGE

10 CITY Std 401 and 402 and shall be provided at all dead ends, tees, and at all bends. At all vertical bends where the thrust is upward, collars and tie rods, designed to take the full theoretical tension developed under the test pressure, shall be used. Thrust block areas shall be sufficient to provide bearing pressures below the safe limit. The Engineer shall determine the safe bearing load of the soil. Thrust blocks and all appurtenances used for vertical bends shall conform to the Standard Plans. Joint and bell restraints concrete thrust block upon approval of the Water Utilities Department. J. Taps for Construction Purposes All taps made in the pipeline for construction purposes, such as for chlorination, testing, and etc., shall be closed with proper plugs before backfill. K. Service Connection Installation Service connections shall be installed in accordance with the Standard Plans. The minimum service connection size shall be one (1) inch. Where mains are laid in paved streets, service connections of two (2) inch and smaller shall be installed by boring, rather than by cutting paving unless written approval of the Water Utilities Department is obtained to avoid conflict with other utilities. Service laterals shall be placed under curbs and gutters by boring rather than open trenching. The letter W shall be inscribed in the center of the curb face in line with each meter installation. The W shall be approximately 1-1/2 high and 1/16 deep. No reduction in diameter of service laterals, such as kinks, flats, crushes, etc. will be permitted. L. Fire Hydrant Installation -Fire hydrants shall be assembled and installed in accordance with the Standard Plans. Line shall be flushed through the fire hydrants with a Fire Department Representative in attendance to test for maximum fire flow capabilities. The CONTRACTOR shall notify the fire department 24 working hours in advance of such test. If the test indicates an obstruction, the CONTRACTOR shall find and remove the cause. M. Connections to Existing Lines All connections to existing mains, either for new mains or hydrant laterals, shall be made at the time and in the manner specified by the CITY. No shutting down of existing mains for connections will be permitted without 48 working hours notice being given to the the Department of Water and Power. No connections will be made without the presence of the CITY s authorized representative. In general, when conditions permit, tapping under pressure will be the method used in connecting to existing mains. N. Sleeve-Type Flexible and Transition Couplings Sleeve-type couplings shall be in accordance with ANSI/AWWA C219 - Standard for Bolted Sleeve-type couplings for Plain -End Pipe, and shall be of steel with steel bolts, without pipe stop, and be of sizes to fit the pipe and fittings indicated. The middle ring shall be not less than 1/4inch in thickness and shall be either 5 of 7 inches long for sizes up to and including 30 inches and 120 inches long for sizes greater than 30 inches, for standard steel couplings, and 16 inches long for long-sleeve couplings. The followers shall be single-piece contoured mill sections welded and cold-expanded as required for the middle rings, and of sufficient strength to accommodate the number of bolts necessary to obtain adequate gasket pressures without excessive rolling. The shape of the follower shall be of such design as to provide positive confinement of the gasket. Rods, bolts, and nuts shall be stainless steel. Buried sleeve-type couplings shall be epoxy-coated at the factory. These couplings shall be restrained by employing restrained type mechanical joints or harness sets. Gaskets for sleeve-type couplings shall be rubber-compound material that will not deteriorate from age or exposure to air under normal storage or use conditions. Gaskets for wastewater and sewerage applications shall be Buna N, Grade 60, or equivalent suitable elastomer. PAGE

11 The gaskets shall be immune to attack by impurities normally found in water or wastewater. All gaskets shall meet the requirements of ASTM D Classification System for Rubber Products in Automotive applications, AA709Z, meeting Suffix B13 Grade 3. All gaskets shall be compatible with the piping service and fluid utilized. Where insulating couplings are required, both ends of the coupling shall have a wedge-shaped gasket, which assembles over a rubber sleeve of an insulating compound in order to obtain insulation of all coupling metal parts from the pipe. All sleeve-type couplings on pressure lines shall be harnessed unless thrust restraint is provided by other means. Harnesses shall be in accordance with the AWWA M11 standard, or as indicated. O. Restrained Joints Restrained joints for PVC, where shown on the drawings, shall be full-circle split restraint rings with one installed behind the spigot and one connected behind the bell. The design of the restraint system shall be based on the design working pressure with a 2:1 safety factor. The restraint system shall include high strength threaded rods and nuts. The joint, after restraint system is installed, shall be wrapped with 8-mil polyethylene. P. Polyethylene Encasement All mechanical joints, flange connections, corporation stops, service saddles, tapping sleeves, valves shall be wrapped with 8-mil polyethylene. Q. Nuts, Bolts and Washers All nuts, bolts, and washers shall be 316 stainless steel including bolts for service saddles, tapping saddles, and flange connections. All nuts, bolts, and washers for flexible couplings and mechanical joints shall be high strength low alloy steel. Entire coupling shall be wrapped with 3 layers 8-mil polyethylene wrap. Bolts shall be lubricated with anti seize lubricant SITE RESTORATION A. Backfill and compact soil in accordance with Section B. Place subgrade and base materials in accordance with Section C. Replace damaged pavement, curbs, gutters, and sidewalks, shrubs, and trees as indicated in SSPWC Subsection D. Provide hydro-seeding in areas indicated. Grade surface as indicated on the Drawings. Provide a minimum of 4 inches of topsoil and apply hydro-seeding according to Section E. Provide sodding in areas indicated. Grade surface as indicated on the Drawings. Provide a minimum of 4 inches of topsoil and place sod in disturbed areas in accordance with Section PAVEMENT RESTORATION A. Limit of AC overlay shall extend to edge of pavement or nearest lane line with a 2 foot minimum taper. B. Disturbing more than one lane requires an overlay over the width of all lanes affected by the WORK. Two lane highways, requirements will be to centerline to edge of pavement overlay. ** END OF SECTION ** PAGE