HomeMy WebLinkAboutC006 SPECIFICATIONS401.07 Locating (Tracer) WireFor all force main and lateral installations, a 10-gauge solid copper insulated locating(tracer) wire shall be installed as follows:2.Force MainsWire shall be installed on top of the initial backfill in one continuous length between the lift station valve vault and the force main discharge manhole. The wire shallbe brought up to ground level every four hundred (400) feet through a vinyl-coated aluminum riser pipe with a cap. If any appurtenant structure, such as an airrelease valve, is required as part of the force main installation, the wire shall be cut with each end entering the structure under the casting frame.3.LateralsWire shall be installed (taped) on the top of the pipe along the entire length of the lateral from the sewer to the cleanout. The lateral may be installed in either oneor two phases. The requirements for each phase are as follows:a.One phaseWhen the entire lateral is to be constructed in one phase (from the sanitary sewer to the cleanout), the wire shall be installed in one continuous length along theentire length of the lateral. The wire shall be exposed at the cleanout for access.b.Two phasesWhen the lateral is installed in two phases, the first as part of the sewer construction to the edge of the right-of-way (lateral stub) and the second as part of thebuilding construction from the lateral stub to the cleanout, the wire shall be installed as follows:i.Lateral as part of the sanitary sewer installation from the sewer to the right-of-way (lateral stub):Wire shall be installed along the length of lateral beginning at the sanitary sewer and terminating at the stub or locating rod. The wire shall be easilyaccessible for future extension to the cleanout.ii.Lateral as part of the building construction from the lateral stub to the cleanout:Wire shall be connected to the wire at the lateral stub and installed along the remaining length of lateral terminating at the cleanout. The wire shall beexposed at the cleanout for access.All wire-to-wire connections, such as those for laterals installed in two phases, shall be joined using a DBR Direct Burial Splice Kit as manufactured by 3MElectrical Products Division or a Department approved equal.401.08Abandoning Sanitary Sewer FacilitiesSanitary Sewer Facilities shall be abandoned as follows:1. Combined Sewers, Sanitary Sewers, and Force MainsCombined sewers, sanitary sewers, or force mains to be abandoned shall be bulkheaded with mortar and an eight (8) inch thick concrete brick wall. The facilitybeing abandoned shall be filled with sand or cellular concrete and plugged, unless an alternate plan is approved by the Division or Department. Service shall bemaintained within sanitary and combined sewers until the Division orders bulkheads placed. No timber bulkheads shall be allowed. 2. Laterals Numerous existingbuildings use common or shared laterals. The Contractor shall determine if the lateral is common/shared prior to construction.The requirements to abandon laterals, shown in Figure 400.04, are as follows:a.If the lateral serves one building and is NOT part of a common/shared lateral:The end of the lateral shall be sealed with a manufactured watertight cap/stopper made specifically for the purpose of sealing/capping the end of a sanitarysewer. The cap/stopper shall be installed per manufacturer's recommendation and in such a way to prevent any source of water from entering the sanitarysewer system. Any device or material that may slide into the lateral and potentially cause a blockage or obstruction in the mainline sewer will not be allowed.The cap/stopper shall be installed on a defect free portion of the lateral at the right-of-way line on the building side of the street, or at the edge of the sanitaryeasement if located in the rear yard. If defects are found, the Contractor shall excavate toward the mainline sanitary sewer until an acceptable segment oflateral is found.At the cap/stopper, a one-half (1/2) inch cast iron locator rod or magnetic locator tape shall be installed to within three (3) feet of the ground surface to providefor ease of location of the stub.b.If the lateral serves more than one building and IS part of a common/shared lateral:i.If at least one service from the common lateral is intended to remain, the connecting fitting for the laterals shall be removed and replaced with an elbow ofsufficient angle to provide a smooth transition between the existing portions of the lateral. Elbow shall be a manufactured fitting and shall be installed per manufacturer'srecommendation to assure a watertight seal.ii.If all services from the common lateral are to be abandoned, requirements per Section 401 .08.2.a shall apply.When connections are made between non-similar pipe materials, a non-shear flexible coupling shall be used such as manufactured by Mission, Fernco,or approved equal.Bedding and backfill requirements for abandoning any lateral shall be per Section 401.06.3. StructuresUnless otherwise specified, all structures to be abandoned shall be removed to a depth of three (3) feet below the proposed ground elevation, or existing street grade,whichever is lower. The portions of the structure which are abandoned and left in place shall have holes drilled in a sufficient number to allow groundwater to enter andexit. The structure shall be backfilled with sand or B-Borrow and compacted to 95% Standard Proctor Dry Density. The Division or Department may modify therequirements if deemed necessary. All existing pipe, equipment, or any other material is the property of the City of Indianapolis. When abandoning any sanitary sewerfacility, the contractor shall contact the Department to determine if any of the abandoned material is to be salvaged. The determination will be at the sole discretion of theDepartment. The Contractor shall deliver all salvageable material and/or equipment to a location within the Indianapolis Sanitary District as determined by theDepartment. The Contractor shall be responsible for disposal of all material not being salvaged.401.09 Embankment InstallationsFor embankment installations, a minimum width of properly compacted bedding and backfill material is required to ensure that adequate stiffness of the pipe envelope isdeveloped. The Engineer shall determine the minimum embedment width, utilizing those bedding and backfill materials specified herein, in full conformance with thoseminimum standards set forth by the American Association for State Highway and Transportation Officials Standard Specifications for Highway Bridges, latest revision.Such factors as pipe stiffness, embedment stiffness, nature of in-situ soil, and anticipated construction and service loading shall be evaluated.SECTION 402 Installation Requirements Specific to Laterals402.01 IntroductionThis Section provides the minimum installation requirements specific to laterals. For installation requirements common to sanitary sewers, force mains, and laterals referto Section 401. For specific installation requirements for manholes, wetwells, valve vaults, and other appurtenant structures refer to Section 403.For trenchless installation requirements refer to Section 404.402.02General RequirementsUnless specifically stated in this Section, all other installation requirements for laterals shall be per Section 401. Laterals shall be installed under the same or similarrequirements and guidelines as sanitary sewers. Several critical clarifications for certain requirements, not intending to be all inclusive, are as follows:1.Trench installation requirements, including but not limited to trench widths, shall be the same as for sanitary sewers per Section 401.05.2.Bedding and backfill requirements shall be the same as for sanitary sewers per Section 401.06.3.Only materials listed in Section 303.02 shall be used for laterals.4.Connections to sanitary sewers shall be made per Section 201.05. 5. Locating wire shall be installed per Section 401.07. Typical Lateral Connections are shownin Figures 400.05 and 400.06.402.03 Lateral StubsLaterals are often installed in two phases: the first as part of the sanitary sewer installation, the lateral stub, and the second as part of the lateral installation when thebuilding is constructed. When installing the portion of the lateral as part of the sanitary sewer installation (the lateral stub), the Contractor shall terminate the lateral at theright-of-way line or easement, and plug the end with a manufactured watertight plug. A one-half (1/2) inch metal locator rod and copper tracer wire per Section 401.07shall be installed at the end of the plugged line to within three (3) feet of finished grade to provide for ease of location of the stub.402.04 Controlled Settlement JointA Controlled Settlement Joint, or “Slip Joint”, shall be installed per manufacturer's recommendation on all lateral riser pipes exceeding five (5) feet in vertical length.Figures 400.06 and 400.07 show a typical installation of the Controlled Settlement Joint and the maximum angle in which the joint should be installed. Refer to Section303.03 for the Controlled Settlement Joint material standard. The riser pipe and fittings shall be bedded per Section 401.06.402.05Saddle Connections to SewersSaddle connections are only allowed if a manufactured fitting is not available and thesewer is not vitrified clay pipe (VCP).Saddle connections shall be as follows:1.The connections shall be a seated saddle that will not allow the lateral to protrude into the mainline sewer.2.The saddle shall have at least two (2) stainless steel bands connecting around the existing sewer.3. The cut into the existing sewer shall be core drilled. Saw cuts and hammer taps are not allowed. When a manufactured fitting is not available whenconnecting to a VCP sewer, the connection shall be made by installing a new PVC manufactured wye fitting. Non-shear couplings shall be used to connectthe new manufactured fitting to the existing sewer.402.06 Connections to Brick SewersConnections to brick sewers will be evaluated on a case-by-case basis.If the connection is allowed, a concrete collar shall be installed to provide reinforcement to the brick sewer as shown in Figure 400.08. The connection shall becore-drilled after the collar has been installed. A rubber connector with a stainless steel clamp meeting the requirements of ASTM C 923 shall be used for the connection.The connector shall be a Kor-N-Tee or approved equal. If connections to the brick sewer can be avoided, the Division or Department may require the lateral to beconnected to an alternate connection point.402.07 Connections to Pressure-rated PVC PipeWhen connecting laterals to gravity sewers that use pressure-rated PVC pipe (ASTM D 2241, AWWA C 900, or AWWA C905), adapters may be required to assureproper connection to the sewer. The adapters shall meet the same requirements as the pressure-rated pipe.SECTION 403 Installation of Precast Manholes, Wet wells, Valve Vaults, or other Appurtenant Structures403.01 IntroductionThis Section provides the minimum installation requirements for manholes, wet wells, valve vaults, and other appurtenant structures. For clarity, only manholes arereferenced throughout this Section. Unless noted, all other structures are to be installed in accordance with the same requirements. The minimum requirements areshow in Figures 300.01 through 300.06.403.02BeddingThe bedding for all manholes shall be a minimum of six (6) inches of No. 8 crushed stone or No. 8 fractured-face aggregate. The stone and/or aggregate shall be placedto form a stable base. Where poor or unstable soil conditions exist, or over excavation has occurred, additional No. 8 crushed stone, No. 8 fractured faced aggregate,No. 2 stone, or Class B concrete shall be used to form a stable base.403.03BackfillingManhole backfilling and compaction requirements shall comply with the minimum requirements for the adjacent sanitary sewer pipe as stated in Section 401.06.403.04 Placement of Manhole SectionsPrecast manhole sections shall be placed and aligned to provide vertical sides. The completed manhole shall be rigid, true to dimensions, and watertight. The jointsbetween manhole sections shall be properly sealed utilizing an approved rubber gasket and butyl rubber rope.403.05 Placement of Adjusting RingsWhere one (1) solid riser or barrel section cannot be used, final adjustments in elevation of the casting frame and cover shall be accomplished by the use of precastconcrete adjusting rings of a minimum thickness of four (4) inches per Section 305.07 and as shown in Figure 300.08. The total number of adjusting rings shall notexceed three (3) and the total height of adjusting rings shall not exceed twelve (12) inches. Concrete adjustment rings less than four (4) inches thick are not allowed. Awater tight seal shall be provided between the cone section of the manhole and adjusting ring, each adjoining adjusting ring, and between the adjusting ring and castingby the use of two (2) rows of one-half (1/2) inch diameter cords of extrudable preformed gasket material, non-asphaltic mastic, or trowelable grade butyl rubber, asshown on Figure 300.08. This material shall be placed in joints and keyways and be of sufficient quantity to completely fill the joint cavity. The use of brick or block in lieuof adjustment rings is not allowed.403.06Butyl Rubber BackplasterA trowelable grade butyl rubber base exterior backplaster material one-quarter (1/4) inch minimum thickness, when dry, shall be installed on the outside of the manholeat each joint, extending six (6) inches above and below the joint. It shall also be placed on the chimney section from two (2) inches below the bottom adjustment ring onthe cone section to, and covering, the base of the casting.403.07Internal Manhole Chimney SealInternal Chimney Seals per Section 305.10 shall be installed on the joints of all manholes between the casting frame and the cone section per manufacturer'srecommendation.403.08 Connections To ManholesSanitary sewer connections to existing manholes shall be core-drilled and made using a flexible rubber connector per Section 305.09. Saw cutting and hammer taps areprohibited. All connections shall provide for a watertight seal between the pipe and the manhole. The connector shall be the sole element relied upon to assure a flexiblewater tight seal of the pipe to the manhole. When connecting new pipe to existing manholes, a flow channel and bench walls shall be installed per Section 305.06. An airpressure test is required for all sanitary sewers. When performing the test, an adjustment to the starting air pressure is required to compensate for groundwater abovethe top of pipe. The measurement of groundwater is optional. However, this Section provides a recommendation on the number of groundwater monitoring points andtheir locations. If the Contractor chooses not to install the groundwater monitoring point(s), the air pressure adjustment shall be the maximum required per Section602.03 (2.0 psi adjustment, starting air pressure 6.0 psi). If groundwater monitoring points are installed as part of the project, then one (1) or more monitoring points shallbe installed adjacent the manhole(s). The monitoring points may be a three (3) inch diameter PVC pipe, slotted at the bottom with a well screen, located adjacent to themanhole. The elevation of the bottom of the PVC pipe shall be at approximately the same elevation as the top of the highest adjacent sanitary sewer pipe.The number of monitoring points shall be as follows:1.If groundwater is not present during pipe installation, one (1) monitoring point is required.2.If groundwater is present during pipe installation, the number of monitoring points shall be as follows:Number of ManholesNumber ofMonitoring Points1 - 10111 - 20221 - 30331 - 40441 - 50551 or More6The monitoring points shall be installed adjacent to selected manholes and spaced as evenly as possible throughout the project. The Contractor shall submit thelocations to the RPR for approval. If dewatering wells are used during construction to draw down the groundwater elevation, the site shall be considered to havegroundwater present. In both instances, one (1) of the monitoring points shall be installed at the furthest downstream manhole installed as part of the project unlessdirected otherwise by the RPR. If the development has more than one connection point to existing sewers, the manhole with the lowest invert elevation shall be selected.SECTION 404 Trenchless Installation404.01IntroductionThis Section provides the minimum requirements for the allowable trenchless methods for construction in the Indianapolis Sanitary District.404.02 General RequirementsThe following three trenchless methods, with their specific applications, are allowed:1.Auger Boring and Pipe Jacking (Section 404.03) - All installations.2.Horizontal Directional Drilling (Section 404.04) - Force main installations.3.Pipe Bursting (Section 404.05) - Existing lateral rehabilitation. The use of an alternate method for site specific conditions will be evaluated on a case-by-casebasis. At a minimum, the alternate method will be reviewed through the variance process as contained in Section 102.12. At the discretion of the Department, thealternate method may be required to undergo a thorough evaluation by the Department's “New Products Committee” before any deviations will be considered. Theapplicant shall be responsible for all variance and product review fees.404.03Auger Boring and Pipe JackingThe following are the minimum requirements when using boring and jacking installation methods.1.GeneralBoring and jacking will be allowed for the installation of force mains, gravity sanitary sewers, and laterals. The casing pipe or jacked pipe shall extendbeyond a minimum of a 1:1 slope extending downward and outward from the edge of pavement plus four (4) feet on each end of the bore and jack alignment.The Engineer or Applicant shall be responsible for obtaining the necessary agency permits for boring and jacking under highways and railroads.2.Specific requirements for Carrier, Casing, and Jacking pipes are as follows:a. Carrier PipeCarrier pipe for insertion within casing pipe shall conform to the requirements of Chapter 300 of these Standards and the following requirements:i.Provisions shall be made to prevent over-homing of joints in all acceptable carrier pipe materials to prevent damage during insertion into the casing pipe. RCP,PCCP, and HDPE do not require such provisions;ii.All force main pipe shall have restrained joints.b. Casing PipeCasing pipe for installation by jacking and augering shall be steel pipe per ASTM A 139 Grade B and shall have a smooth exterior wall. Additionalrequirements are as follows:i.Joints - Pipe joints shall be butt welded with a continuous circumferential weld.ii.Size - The inside diameter of the casing pipe shall be a minimum of six (6) inches greater than the largest outside diameter of the carrier pipe, bells, or fittingswhich are placed inside of the casing pipe.iii. Pipe wall thickness - Minimum pipe wall thicknesses are as follows:Minimum Wall Thicknesses for Steel Casing PipeCasing PipeHighway CrossingRailroad CrossingNominal Size,in Actual O.D., BareBare88 5/80.2500.2501010 3/40.2500.2501212 3/40.2500.25014140.2810.25016160.2810.28118180.3120.31220200.3120.34424240.3120.37530300.3750.46936360.4690.53242420.5000.62548480.5000.68854540.5000.78160600.5630.84466660.6250.93872720.6881.000NOTE: The Contractor shall conform to the requirements of agencies having jurisdiction over the work, such as INDOT or railroads, where such requirements are greaterthan those shown above.c. Jacking PipeJacking pipe shall be used in a one pass method where the jacked pipe acts as the carrier pipe. Only reinforced concrete pipe (RCP) and centrifugally castfiberglass reinforced mortar pipe are acceptable for pipe jacking. RCP and centrifugally cast fiberglass reinforced mortar pipe for jacking shall meet therequirements of Chapter 300 of these Standards and the following:i.Size - Pipe shall be thirty-six (36) inches in diameter or larger;ii.RCP shall be Class III or greater and centrifugally cast fiberglass reinforced mortar pipe shall be specifically manufactured for jacking;iii.RCP and centrifugally cast fiberglass reinforced mortar pipe shall have a constant outside diameter (no bell or joint protrusions);iv.For RCP pipe, steel reinforcement shall be concentric with the pipe wall, and where required, additional reinforcement shall be provided at the ends of thepipe.3. Auger Boring and Pipe Jacking Equipment and ConstructionThe holes shall be bored from the low or downstream end, unless site conditions dictate otherwise. The Contractor shall provide boring equipment which is capableof advancing the bore hole within the required limits of accuracy and can be adjusted during installation to return to the planned alignment if deviations arediscovered. Installations shall have a bored hole essentially the same diameter as the outside of the installed pipe. If voids develop or if the bored diameter isgreater than the outside diameter of the pipe by more than one (1) inch, grouting shall be used to fill such voids. Provisions for removal of boulders or otherlarge obstructions shall be included without retracting the casing pipe. When boring in loose, granular, or running soils, the cutting head shall be retracted insidethe casing an adequate amount to prevent voiding. For crossings performed in granular materials under the water table, adequate dewatering shall be installed tolower the water table to below the invert of the casing.All cutting heads shall be removable without retracting the casing pipe. Following installation, the casing pipe shall be carefully inspected to ensure the carrier pipecan be properly placed. During placement of the carrier pipe in the casing, the carrier pipe shall be blocked or otherwise supported with casing pipe spacers orwood blocking to secure the proper flow line elevations throughout its full length and to ensure backfilling around the pipe can be done without any displacement orfloating. The annular space between the carrier pipe and the casing pipe shall be completely filled with grout and/or cellular grout with minimum compressionstrength of 150 psi. Details on the material to be used to fill the void and the method of construction shall be submitted to the RPR.4.Pipe Jacking Equipment and ConstructionPipe jacking equipment shall meet all the requirements for boring equipment under No. 3 above. Excavation may be performed by handmilling or with the utilizationof a tunnel boring machine (TBM). When utilizing RCP or centrifugally cast fiberglass reinforced mortar pipe, wood cushion rings or other resilient materials whichdo not affect joint integrity shall be placed between the joints and at the thrust rings to prevent point loading of the joints. The jacked pipe shall be constructed toprevent leakage of the pipe throughout its length. Soil, earth, and other material removal methods shall be installed, operated, and removed in such a manner thatprevents damage to interior linings of jacked pipe. Auger removal of materials is not allowed on lined RCP or centrifugally cast fiberglass reinforced mortar pipe.1.Unforeseen ObstructionsIf an obstruction stops progress of the pipe during installation, the installation method shall be modified to best suit the conditions encountered, except that line andgrade may not be changed. Before proceeding, the Contractor shall notify the RPR in writing of the difficulty, diagnosis and proposed procedural modification. If theContractor proposes abandonment of in-place piping and initiation of a new attempt at an alternate location, such a proposal will be considered only under thefollowing conditions:a.The Contractor assures the RPR, in writing, that he will perform all proposed work in compliance with applicable laws, regulations, requirements of agencieshaving jurisdiction, and this Manual.b.In-place pipe shall be left in place and filled with grout with a minimum compression strength of 150 psi.Note: The contractor may use ASCE, Manuals and Reports on Engineering Practice No. 106, “Horizontal Auger Boring Projects” as a reference.404.04Horizontal Directional Drilling (HDD)The following are the minimum requirements when using the Horizontal Directional Drilling (HDD) installation method.1.GeneralHDD is only allowed for force main construction and only after a detailed review by the Department and Division of the specific pumping and force main design andinstallation conditions associated with the project. The Department's concerns are related to the potential for creating unknown high points in the force main as partof the directional drilling process, which may then accumulate air, and the sensitivity of centrifugal pumps to such air accumulations. To assure unknown highpoints are minimized, the minimum allowable slope for HDD installations is1.5% per Section 502.15. All HDPE pipe shall be cut, fabricated, and installed in strict conformance with the pipe manufacturer's recommendations, or theseStandards, whichever is more stringent. Joining, laying, and pulling of HDPE pipe shall be accomplished by personnel experienced in working with HDPE pipe. Thepipe supplier shall certify in writing that the Contractor is qualified to join, lay, and pull the pipe.2.Utility LocationsAll buried crossing or parallel utilities, including laterals, within ten (10) feet of the proposed alignment shall be accurately located and marked in plan and elevation.If sufficient information is not available from surface techniques, the Contractor shall excavate as required to establish with certainty the location of the utility.3.Pipe MaterialOnly smooth-walled HDPE pipe (minimum DR 11) is acceptable per Section 304.04.All piping system components shall be the products of one manufacturer and shall conform to this Manual and the following:a. Mechanical connections of the HDPE pipe to auxiliary equipment (pipe or structures) shall be through flanged connections which shall consist of thefollowing:i.A polyethylene “stub end” shall be thermally butt-fused to the ends of the pipe.ii.Provide ASTM A 240, Type 304 stainless steel backing flange, 125- pound, ANSI B 16.1 standard, and gaskets as required by the manufacturer.iii. Stainless Steel bolts and nuts of sufficient length to show a minimum of three complete threads when the joint is made and tightened to themanufacturer's standard. MJ Adapters may be used when joining HDPE pipe to pipe of other materials.b. Connections to manholes or other structures shall be restrained from movement by special fittings at each connection point specifically designed to preventpullout, or extension into the structures as a result of thermal or other forces.4.Drilling FluidBentonite, used in the drilling process, shall be environmentally safe.5.InstallationHDD shall consist of the drilling of a small diameter pilot bore from one end of the alignment to the other, followed by enlarging the hole diameter for the pipelineinsertion. It is recommended the pipeline shall be assembled, supported, and pretested prior to installation in the directional drill tunnel. The Contractor shall berequired to remove and reinstall the pipeline if the test fails after the inspection. The pipe shall be joined using the thermal butt fusion method per Section 304.04.The required piping shall be assembled in a manner that does not obstruct adjacent roadways or public activities. Prior to commencement of drilling operations, drillpath shall be surveyed for any surface geo-magnetic variations or anomalies. Directional drilling machines shall consist of a hydraulically powered system to rotateand push hollow drilling pipe into the ground at a variable angle while delivering a pressurized fluid mixture to a guidable drill (bore) head. The drill pipe shall be adiameter sufficient for the torque and longitudinal loads and fluid capacities required for the work. A smoothly drilled pilot bore shall follow the design centerline ofthe pipe profile and alignment described on the construction drawings. The X, Y and Z axis locations relative to the planned alignment and planned elevations shallbe monitored along the course of the pilot bore. An electronic guidance system capable of continuously monitoring the location of the drilling head and providing areadout of the inclination and azimuth on the drilling head to an accuracy of 1% incline and 1o bearing shall be available and utilized. The indicated pipe elevationfrom location readings shall be accurate to within 2% of the depth vertically at all depths up to fifty (50) feet in any soil condition including hard rock. Pipe elevationmay not be based on the depth below the indicated surface grade on the profile drawings but shall be shown based on surveyed USGS elevations. The positionshall be determined a minimum of once every twenty (20) feet by personnel trained and experienced with electronic guidance systems. All data and readoutspertaining to the position of the bore head and the fluid pressures and flows shall be accessible to the Department, Division and the RPR at all times. The pilot borelocation shall be compared to the designed location to determine the deviation. This information shall be submitted to the RPR for approval prior to pipe installation.Refer to Section 404.04.9, Testing and Inspection, for guidelines on acceptable deviations. Reaming operations shall be conducted to enlarge the pilot afteracceptance of the pilot bore location. The number and size of such reaming operations shall be conducted as the operation dictates but in no case shall the size ofthe reaming operations result in a hole greater than 150% of the O.D. of the installed pipe. Note: For crossings under INDOT right-of-way, INDOT SpecificationSection 716 where this method is limited to a maximum reamer size of twenty-four (24) inches unless otherwise approved by INDOT. The maximum allowable pullexerted on the HDPE pipelines shall be measured continuously and limited to 75% of the maximum allowed by the pipe manufacturer so the pipe or joints are notover stressed. If necessary, the pipelines shall be adequately supported by rollers, skids, slings, or other low friction devices to prevent over stressing, overbending, excessive tensile forces, or buckling during the pullback operation. The method of pipe support shall be part of the Installation Plan which shall be madeavailable to the RPR or Department upon request. The HDPE pipe shall at all times be handled in a manner that does not over stress the pipe. Vertical andhorizontal curves shall be limited so that wall stresses do not exceed 50% of yield stress for flexural bending of the HDPE pipe. If the pipe is buckled or otherwisedamaged, the damaged section shall be removed and replaced. Appropriate steps shall be taken during pullback to ensure that the HDPE pipe will be installedwithout damage. When adjacent sections of directionally drilled pipe are to be connected together, the Contractor shall excavate a sufficiently large area at theplanned grade to assure the adjoining sections of pipe can be installed without sags or humps. Joining of the pipe shall be performed utilizing butt fusedmechanical joint fittings or electrofusion couplings.6.Locating (Tracer) WireAll lines installed by HDD shall be provided with a minimum two (2) continuous type TW insulated #8 solid copper tracer wires. The wire shall be installed along thepipe, fastened securely to the pipe at five (5) foot intervals, and terminated above ground with the lead taped around each structure. The wire shall be brought upto ground level every four hundred (400) feet through a vinyl coated aluminum riser pipe with cap and/or at all line valve boxes. The tracer wires shall be connectedusing DBR Direct Burial Splice Kit manufactured by 3M Electrical Products Division, Austin, TX or equal. The riser pipe and cap shall not be placed in areas subjectto vehicular traffic. The tracer wire shall be capable of, and demonstrated to have, continuous transmission of tracing signal along the full length of the installedpipe.7.Environmental ProvisionsThe Contractor shall be responsible for additional environmental provisions associated with the HDD operation beyond those covered by Section 405.03. The HDDoperation is to be operated in a manner to prevent the discharge of water, drilling mud, and cuttings to adjacent creeks or land areas involved during theconstruction process. Equipment and procedures to maximize the recirculation or reuse of drilling mud to minimize waste may be provided. All excavated pits usedin the drilling operation shall be constructed to completely contain the drill fluid and prevent its escape to waterways and/or groundwater. The Contractor shall beresponsible for submitting to the RPR the proposed plan for erosion control/environmental protection. At a minimum the Contractor shall have on site in sufficientquantity equipment (graders, shovels, etc.) and materials (such as groundsheets, hay bales, booms, and absorbent pads) for cleanup and contingencies for use inthe event of inadvertent leaks, seeps or spills. Waste drilling mud and cuttings shall be disposed by the Contractor to an approved offsite location.8. Pipe RelaxationAfter the pipe has been installed, allow pipe manufacturer's recommended amount of time, but not less than four (4) hours, for cooling and relaxation due to tensilestressing prior to hydrostatic testing.9. Testing and InspectionThe pipe is ONLY required to be hydrostatically tested one (1) time, after the complete installation. However, to identify any defects prior to installation, theDepartment recommends the pipe be hydrostatically tested a total of three (3) times: after joining into continuous pullback sections prior to installation, afterinstallation of each pullback section, and again when all the pullback sections are joined together end-to-end. Hydrostatic testing shall be performed in accordancewith Section 603. Any material not passing the hydrostatic testing shall be replaced. A horizontal tolerance of up to three (3) feet left or right of the plannedalignment will be permitted at any point on the alignment provided the pipeline is still within the easement or right-of-way where it was planned. Tolerances forvertical alignment compared to planned alignment will be judged on a case-by-case basis depending on the location relative to surrounding utilities, creation of newhigh or low points, required relocation of air/vacuum valves, and the effect on the pumping system curves. There shall be no allowance for length. The alignment ofeach pilot bore must be approved by the RPR before pipe can be pulled. If the pilot bore fails to conform to the above tolerances, the RPR may require a new pilotboring to be made.404.05Pipe Bursting (Lateral Rehabilitation Only)Pipe bursting shall only be used for lateral rehabilitation/replacement and shall conform to the latest editions of the UPC (IAPMO IS 26-2003) and the followingrequirements.1.GeneralThe Contractor shall be certified by the particular pipe-bursting system manufacturer and personnel shall be certified as fusion technicians by a manufacturer ofHDPE pipe. Certifications shall be submitted with the lateral application. The Contractor shall perform a pre-construction Closed Circuit Television (CCTV)inspection to evaluate the condition of the existing pipe and determine whether the pipe-bursting method is a valid alternative for repair. Inspection video shall bemade available to the Division or Department upon request.2.MaterialsOnly HDPE and butt fusion joints per Section 303.02 or 304.04 shall be used for lateral pipe bursting applications.3.Construction - GeneralAt a minimum, the Contractor shall adhere to the following requirements during construction:a. Defects and ObstructionsContractor shall perform all necessary point repairs and remove all obstructions when pre-construction CCTV inspection reveal heavy solids, offset joints,sags in the pipe, or collapsed pipe that will prevent the completion of the pipe bursting process. If preconstruction CCTV inspection reveals a sag in the lateralthat is greater than one half (1/2) the diameter of the existing pipe, Contractor shall excavate and replace those sections of pipe to result in acceptable gradewithout the sag.b.Utility Location and Required ClearancesA minimum of one foot of clearance (vertical or horizontal) from the outside edge of the lateral to the outside edge of the utility pipe, wire or structure isrequired. Contractor shall confirm this clearance exists based on above-ground evidence including utility location marks or as-built drawings. Due to thehazards associated with pipe-bursting near natural gas lines, all natural gas lines, including but not limited to distribution mains, transmission mains, andservice lines, marked within four (4) feet of the existing lateral shall be uncovered (pot-holed) to confirm the required clearance exists. If the existing gas lineis installed parallel and within four (4) feet horizontally to the existing lateral, the gas line shall be uncovered a minimum of once every one hundred (100) feetalong the length of the lateral.c.Pipe RelaxationAfter the pipe has been installed, allow pipe manufacturer's recommended amount of time, but not less than four (4) hours, for cooling and relaxation due totensile stressing prior to reconnecting to the lateral or sewer.d.Reconnections to Existing LateralsConnections to existing laterals shall be made with a watertight non-shear coupling such as manufactured by Mission, Fernco, or approved equal.e.Bedding and Backfill RequirementsBedding and backfill for all point repairs or connections to the existing lateral shall be per Section 401.06.4. Post-Construction CCTV InspectionContractor shall perform a post-construction CCTV inspection to verify the repair was successful and acceptable. Contractor shall repair any sections of pipe thatdo not meet the requirements of this Section. The inspection video shall be made available to the Division or Department upon request.SECTION 405 Erosion Control, Site Restoration, and Safety405.01IntroductionThis Section provides the minimum erosion control requirements, site restoration requirements, and safety guidelines for the construction of all sanitary sewer facilities.This Section is not intended to replace any applicable safety requirements such as, but not limited, to OSHA requirements.405.02 General RequirementsThe Contractor and Owner are responsible for ensuring safe working conditions and safety procedures are being followed at the work site. The City, or any authorizedrepresentative of the City, is NOT responsible for policing the Contractor's safety program.A Stop Work order may be issued per Section 102.11 of this Manual if work is, in the opinion of the Division, Department, or RPR, proceeding in an unsafe manner.405.03Erosion control requirements shall be per the latest edition of “Chapter 600 Erosion and Erosion Control Sediment Control” of the City of Indianapolis StormwaterSpecifications Manual.405.04Site RestorationSite restoration for all disturbed areas within the project shall be as follows:1. For off-site areasa.All areas shall be restored to the original or better condition.b.Paved areas within the public right-of-way shall be restored per the latest revision of the Department of Metropolitan Development's “Regulations of Cuts Withinthe Public Right-of-Way.”2. For on-site areasThe area shall be restored per approved construction plans.405.05Final CleanupWhen construction is complete, the Contractor shall remove all surplus material, trash, and debris from the site. Contractor shall be responsible for repairs of allunsatisfactory work.405.06 Traffic ControlThe Contractor shall maintain vehicular and pedestrian traffic during all operations as required by all the permits issued by the Division. It is the responsibility of theContractor to apply for and obtain all necessary permits.Protection of vehicular and pedestrian traffic shall be the sole responsibility of the Contractor. The Contractor shall comply with the latest edition of the “Indiana Manualon Uniform Traffic Control Devices for Streets and Highways” during work operations and for the duration of the project.405.07Trench SafetyThe Contractor shall be responsible for the design, installation, and maintenance, of any required trench safety system in compliance with OSHA Part 1926, of the Codeof Systems Federal Regulations, and all other applicable Federal, State, and Local regulations andrequirements.SECTION 601 Testing601.01 IntroductionThis Section provides the testing requirements common to all sanitary sewer facilities. For testing requirements specific to sanitary sewers refer to Section 602. Fortesting requirements specific to force mains refer to Section 603. For testing requirements specific to manholes refer to Section 604. For testing requirements specific tolift stations refer to Section 605.601.02 General Testing RequirementsAll testing shall be performed under the observation of the RPR. It is the Contractor's responsibility to schedule the testing. Test results obtained in the absence of theDivision's RPR or Department will not be accepted. The Contractor shall be responsible for providing all testing equipment at no cost to the City. All pressure gages usedshall be calibrated within one (1) year of use for any test. Calibration papers and test date information shall be made available at the request of the RPR, Division, orDepartment. The City of Indianapolis will not assume any liability for the actions of the Owner, Contractor, or their agent(s), in the performance of the required tests.SECTION 602 Gravity Sanitary Sewer Testing Requirements602.01 IntroductionThis Section provides the testing requirements specific to gravity sanitary sewers. For testing requirements specific to force mains refer to Section 603. For testingrequirements specific to manholes refer to Section 604. For testing requirements specific to lift stations refer to Section 605. For testing requirements common to allsanitary sewer facilities refer to Section 601.602.02 General RequirementsAll sanitary sewers twenty-four (24) inches and less shall be air tested by means of a low pressure air test per Section 602.03. All sewers larger than twenty-four (24)inches shall be joint tested per Section 602.04. All sanitary sewers constructed of flexible pipe (PVC and Centrifugally Cast Fiberglass Reinforced Polymer Mortar) shallbe tested for deflection by means of a mandrel test per Section 602.06.602.03 Low Pressure Air TestAll sewers twenty-four (24) inches and less shall be tested by means of a low-pressure air test to detect damaged piping and/or improper jointing. Testing shall be doneper ASTM F 1417 for flexible and semi-rigid pipe and ASTM C 924 for RCP. The use of the low pressure air test for flexible and semi-rigid pipe larger that twenty-four(24) inches will be evaluated on a case-by-case basis. The Contractor is responsible for assuring the test is conducted in a safe manner and all applicable safetyprocedures are followed. Do not enter, or allow anyone to enter, the manhole during testing.The low pressure air test shall be as follows:5.Waiting PeriodThe air test may be done immediately after final backfill is placed in the trench.6.EquipmentAt a minimum, the following shall be provided:a.Mechanical or pneumatic plugs;b.Air control panel;c.Shut-off valve, pressure regulative valve, pressure relief valve, and input pressure gauge. The pressure regulator or relief valve shall be set no higher than 9 psig(6 psig for RCP) to avoid over pressurization;d.Continuous monitoring pressure gauge having a range of 0 to at least 10 psi. The gauge shall be no less than four (4) inches in diameter with minimum divisionsof 0.10 psi and an accuracy of ± 0.04 psi;e. To reduce the potential for sewer line over-pressurization, two (2) separate hoses shall be used to:i.Connect the control panel to the sealed line for introducing low pressure air; andii.Constantly monitor air pressure buildup in the line.If pneumatic plugs are utilized, a separate hose shall be required to inflate the pneumatic plugs.3. Testing ProceduresThe Test Data Sheet per Appendix C shall be used when conducting the air test. The procedures for the low pressure air test are as follows:a.Plug InstallationAfter a segment of pipe has been backfilled to final grade, securely place and brace suitable test plugs in the ends of the sewer segment and in all lateralstubs included in the test.All plugs shall be securely restrained and braced prior to and during the test.b.Line PressurizationAdd air slowly to the test section until the pressure inside the pipe reaches 4.0 psig PLUS the necessary adjustment for groundwater (Maximum 2.0 psigadjustment for a 6.0 psig maximum total).The air pressure adjustment for groundwater shall be determined by the following:Adjustment = Depth of Groundwater x 0.43where:Adjustment = Adjustment added to the starting pressure of the low-pressure air test, psig. The maximum adjustment shall be 2.0 psig.Depth of Groundwater = As measured above the top of pipe, feet.0.43 = Conversion factorDo not exceed 6.0 psig at any time during the low-pressure air test.The groundwater monitoring wells installed per Section 403.09 shall be used to determine the depth of groundwater. If more than one well was installed, takethe average depth of the nearest downstream and nearest upstream monitoring locations. If the monitoring wells were not installed, the adjustment shall be2.0 psig.c.Pressure StabilizationAfter a constant pressure of 4.0 psig (PLUS the necessary adjustment for groundwater) is reached, the air supply shall be throttled to maintain that internalpressure for at least two (2) minutes. This time permits the temperature of the entering air to equalize with the temperature of the pipe wall.d.Timing Pressure LossWhen temperatures have been equalized and the pressure stabilized at 4.0 psig (PLUS the necessary adjustment for groundwater), the air hose from thecontrol panel to the air supply shall be shut off or disconnected. The continuous monitoring pressure gauge shall then be observed while the pressure isdecreased to no less than 3.5 psig (PLUS the necessary adjustment for groundwater). At this reading, or any convenient observed pressure reading between3.5 psig and 4.0 psig (PLUS the necessary adjustment for groundwater), timing shall begin. A timed pressure drop of either 1.0 psig or 0.5 psig shall be used.The RPR shall determine the appropriate pressure drop. The allowable time shall be predetermined using either Table 600.01 or 600.02, depending on whichpressure drop is used. When testing RCP sewers, a 1.0 psig pressure drop shall be used.e.Time adjustment for lateralsNo time adjustment for lateral lengths will be allowed.f.Determination of Line AcceptanceIf the time shown for the designated pipe size and length elapses before the pressure drops (1.0 or 0.5 psig), the section of pipe being tested shall havepassed the test. The test may be discontinued once the prescribed time has elapsed even though the pressure drop has not occurred.g.Determination of Line FailureIf the pressure drops before the appropriate time has elapsed, the air loss rate shall be considered excessive and the section of pipe being tested shall havefailed the test. The Contractor shall be required to uncover, replace, or repair any section of sewer not passing the test. The method of repair shall be perapproval of the Division and/or Department. Grouting is not an acceptable method of repair.602.04Joint TestAll sewers greater than twenty-four (24) inches shall be joint tested using air or water under low pressure. All joints shall be tested. Testing procedures shall be perASTM C 1103 and as follows:1.Waiting PeriodThe joint test may be done immediately after final backfill is placed.2.EquipmentEquipment used shall be made specifically for joint testing of pipelines.3. Testing Proceduresa. Joint Test Apparatus Installationi.Clean the joint and interior joint surfaces.ii.Move the joint test apparatus into the sewer line to the joint to be tested and position it over the joint. Make sure the end element sealing tubes straddle bothsides of the joint and the hoses are attached. For the water test, the bleed-off petcock must be located at top dead center.iii.Inflate end element sealing tubes with air in accordance with equipment and manufacturer's instructions.b. Joint Air Testi.Pressurize the void volume with air to 3.5 psi PLUS the necessary adjustment for groundwater above the top of pipe (maximum 2.0 psi adjustment for a 5.5 psimaximum total). Allow the air pressure and temperature to stabilize before shutting off the air supply. Start the timing of the test.The air pressure adjustment shall be per Section 602.03.3.b.ii.Measure the pressure drop for five (5) seconds.iii.After the joint test is completed, exhaust void volume, then exhaustend element tubes prior to removal of the testing apparatus.c. Joint Water Testi.Introduce water into the void volume until water flows evenly from open petcock. Close the petcock and pressurize with water to 3.5 psi PLUS the necessaryadjustment for groundwater above the top of pipe (maximum 2.0 psi adjustment for a 5.5 psi maximum total). Shut off the water supply and start test timing.ii.Measure the pressure drop for five (5) seconds.iii.After the joint test is completed, exhaust end element tubes which willautomatically release the water from the void volume, prior to removal of the testing apparatus.d.Determination of Line AcceptanceIf the pressure holds or drops less than one (1) psi for the five (5) second test time, the joint shall have passed the test.e.Determination of Line FailureIf the pressure drops one (1) psi or more during the five (5) second test time, the joint shall have failed the test. If the joint fails, the Contractor shall repair andretest as necessary. The method of repair shall be per approval of the Division and/or Department. Grouting is not an acceptable method of repair.602.05 Water Infiltration TestAll gravity sanitary sewers shall be watertight and free from leakage. The rate of infiltration into the sanitary sewer system between any two adjacent manholes or theentire system shall not be in excess of 100 gallons per inch of pipe diameter per mile per day (100 gpd/in-dia/mi). The Contractor may be required to conduct a weir testto determine if the 100 gal/in/mi/day maximum allowable infiltration rate is being exceeded. The weir test will be required if water is observed in the sewer at any timeduring the acceptance process. The weir test will be at the sole discretion of the RPR, Division, or Department. The Contractor shall be required to repair all visible leaks,even if the allowable infiltration requirements are met. The method of repair shall be per the approval of the Division and/or Department. Grouting of the joint or crack torepair the leakage shall not be permitted. If the defective portion of the sanitary sewer cannot be located, the Contractor shall remove and reconstruct as much of thework as necessary to obtain a system that passes infiltration requirements.602.06 Mandrel Deflection Test for Flexible PipeAll sanitary sewers using flexible pipe shall be tested for deflection by means of a go/no-go mandrel gage or other methods as approved by the Department.The mandrel deflection test shall be as follows:1. Waiting PeriodThe mandrel deflection test shall be done no sooner than thirty (30) days after final backfill has been placed.2.EquipmentMandrels shall be constructed with nine (9) or ten (10) arms. Mandrels with fewer than nine (9) arms are not allowed. The Length (L) shall be measured betweenpoints of contact on the mandrel arm.The Diameter (D) mandrel dimension shall carry a tolerance of + 0.01 inches.3.Allowable DeflectionThe allowable deflection shall be based on the pipe type as follows:a.PVC PipeThe allowable deflection for PVC pipe shall be 5% of the base inside diameter as determined by ASTM D 3034 and F 679. The dimensions are as follows:DIMENSIONS FOR MANDRELNominal PipeLength (L) ofBase ID of Pipe,Diameter (D)Diameter,inchesMandrel, inchesinchesfor Deflectionof 5%, inches88.07.6657.281010.09.5639.081210.011.36110.791512.013.89813.20note - The diameter is based on SDR 35 pipe thickness, if thicker pipe is used, the diameter may be adjusted accordingly.b.Closed Profile PVCThe allowable deflection for Closed Profile PVC shall be 5% based on the inside diameter as determined on a case-by-case evaluation of the pipe design.c. Centrifugally Cast Fiberglass Reinforced Polymer Mortar Pipei.Polyester ResinThe allowable deflection for Centrifugally Cast Fiberglass Reinforced Polymer Mortar pipe made with polyester resin shall be 4% based on the insidediameter as determined on a case-by-case evaluation of the pipe design.ii.Vinyl Ester ResinThe allowable deflection for Centrifugally Cast Fiberglass Reinforced Polymer Mortar pipe made with vinyl ester resin shall be 3% based on the insidediameter as determined on a case-by-case evaluation of the pipe design. The Contractor shall provide proving rings to check the mandrel. The provingrings shall be clearly labeled with the dimensions and ASTM Standard.Testing Procedurea.The mandrel shall be hand pulled through all sections of the sewer lines.b.Determination of Line AcceptanceIf the mandrel can be hand pulled through the entire length of the section tested, the section shall have passed the test.c. Determination of Line FailureIf the mandrel cannot be hand pulled through the entire length of the section tested, the section shall have failed the test.The Contractor shall be required to uncover, replace, or repair any section of sewer not passing the mandrel test.602.07 Air Test or Mandrel Test FailuresTo determine the location of any failure, a visual inspection by means of closed circuit televising (CCTV) is recommended when the air or mandrel tests fail. The pipeshall be thoroughly cleaned before televising. If a CCTV inspection was conducted, then a digital copy of the inspection shall be submitted to the Division for review.602.08Manhole Vacuum Testing DEVELOPER shall conduct Manhole Vacuum Testing (outlined in this document) under the supervision of a District Inspector. The DEVELOPER shall be responsible for all costs associated with the District Inspector during the testing process.a.MANHOLE VACUUM TESTING1)All new manholes must be air tested in accordance with ASTM C1244-93, Standard Test Method for Concrete Sewer Manholes by theNegative Air Pressure (Vacuum) Test. The DEVELOPER (OR CONTRACTOR) is responsible for all equipment required for theproper testing of the manholes. “This test method is intended to be used as a preliminary test to enable the installer to demonstrate thecondition of the concrete manholes prior to backfill. It may also be used to test manholes after backfilling ....”. (ASTM C1244-93 1.1.2)2)Testing for District purposes will be performed at the time of the air and mandrel testing. The test head shall be placed at the top of themanhole.A vacuum of ten inches (10”) of mercury shall be drawn on the manhole, the valve on the vacuum line of the test head closed andthe pump shut off. The time measured for the vacuum to drop to nine inches (9”) of mercury. The manhole shall pass if the time for thevacuum reading to dropfrom 10” to 9” of mercury meets or exceeds the values indicated in C1244-93 Table 1.PLOT DATE: 7/10/2019 10:40 AMPLOT SCALE: 1:2.5849 EDIT DATE: 7/10/2019 EDITED BY: KMOORHEAD DRAWING FILE: P:\2019\00265\D. Drawings\Civil\Construction Documents\2019.00265.CE.C001.TS.dwg
7260 Shadeland Station | Indianapolis, Indiana 46256TEL 317.547.5580 | FAX 317.543.0270www.structurepoint.comProject NumberCERTIFIED BYISSUANCE INDEXDATE:PROJECT PHASE:REVISION SCHEDULENO.DESCRIPTIONDATE07/10/2019CONSTRUCTION DOCUMENTS2019.00265POST ROADDEVELOPMENTPost Road &Prospect StreetIndianapolis, IN 46239CONSTRUCTION9775 Crosspoint BlvdSuite 105Indianapolis, IN 46256317.567.61008801 River Crossing BoulevardSuite 300Indianapolis, IN 46240C006SPECIFICATIONS