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2023 Standard Construction Specifications
STANDARDCONSTRUCTIONSPECIFICATIONS FOR SEWERS AND DRAINAGE FACILITIES 2023 METROPOLITAN ST. LOUIS SEWER DISTRICT STANDARDCONSTRUCTIONSPECIFICATIONS FOR SEWERS AND DRAINAGE FACILITIES Revised, 1967 Revised, 1969 Revised, 1974 Revised, 1980 Revised, 1986 Revised, 1992 Revised, 2000 Revised, 2009 Revised, 2023 2023 METROPOLITAN ST. LOUIS SEWER DISTRICT St. Louis, MO. Current edition adopted by District Resolution Price I Standard Construction Specifications for Sewers and Drainage Facilities Metropolitan St. Louis Sewer District TABLE OF CONTENTS PART 1 GENERAL CONDITIONS PAGE Section A. Purpose and Application ---------------------------------------------------------10 B. Definitions ---------------------------------------------------------------------10 C. Scope of Work 1. Meaning of Plans and Specifications ---------------------------------------14 2. Decision of Director Conclusive -------------------------------------------14 3. Or Equal Clause -----------------------------------------------------------14 4. Ambiguity of Plans or Specifications --------------------------------------14 5. Rights-of-Way and Easements -----------------------------------------------14 6. Additions or Omissions of Work --------------------------------------------14 7. Work Change Directive -----------------------------------------------------15 8. Changes Requested by the Contractor ---------------------------------------15 9. Changed and Unforeseen Conditions -----------------------------------------15 10. Submittal of Claims -------------------------------------------------------15 11. Asbestos, PCBs, Petroleum, Hazardous Waste, or Radioactive Material -------16 D. Control of Work 1. Subcontract ---------------------------------------------------------------16 2. Contractor’s Responsibility for Work as a Whole ---------------------------16 3. Authority of the District Representative ----------------------------------17 4. District to Stake Out Work ------------------------------------------------17 5. Notice to Proceed ---------------------------------------------------------17 6. Contract Submittals -------------------------------------------------------17 7. Methods and Appliances ----------------------------------------------------18 8. Inspection of the Work ----------------------------------------------------18 9. Rejected or Unauthorized Work ---------------------------------------------19 E. Prosecution, Progress and Acceptance of the Work 1. Time of Commencement ------------------------------------------------------19 2. Order of Work -------------------------------------------------------------19 3. Work During Unsuitable Weather --------------------------------------------1 9 4. District’s Liability for Delays -------------------------------------------20 5. Contractor’s Delays or Abandonment ----------------------------------------20 6. Contractor’s Liability for Exceeding the Contract Period ------------------20 7. District’s Right to Use Work Prior to Acceptance --------------------------21 8. Contractor’s Relief from Maintenance and Responsibility -------------------21 9. Field Approval of the Work – Substantial Completion -----------------------21 10. Acceptance of the Work ----------------------------------------------------21 11. Time of Completion --------------------------------------------------------22 F. Responsibilities of the Contractor 1. Observance of Laws and Regulations ----------------------------------------22 2. Superintendence -----------------------------------------------------------24 3. Labor Competency ----------------------------------------------------------24 4. Project Site Maintenance --------------------------------------------------24 5. Public Convenience and Safety ---------------------------------------------24 6. Overhead High Voltage Powerlines ------------------------------------------25 7. Indemnification -----------------------------------------------------------25 8. Insurance -----------------------------------------------------------------26 9. Use of Explosives ---------------------------------------------------------26 10. Disposal of Materials -----------------------------------------------------26 11. Cooperation Between the Contractor, Utility Owners, and Other Contractors -26 II 12. Traffic -------------------------------------------------------------------27 13. Testing -------------------------------------------------------------------27 G. Measurement and Payment 1. Measurement of Quantities -------------------------------------------------27 2. Limitation on Pay Quantities ----------------------------------------------28 3. Scope of Payment ----------------------------------------------------------28 4. Payment for Changes and Extra Work ----------------------------------------28 5. Materials and Labor Bills -------------------------------------------------31 6. Payment on Cash Contracts -------------------------------------------------31 7. Taxes ---------------------------------------------------------------------32 Part 2 MATERIALS OF CONSTRUCTION Section A. Introduction --------------------------------------------------------------------33 B. Control of Materials 1. Acceptance ----------------------------------------------------------------33 2. Sources of Supply ---------------------------------------------------------33 3. Sampling, Inspection, and Testing -----------------------------------------33 4. Storage of Materials ------------------------------------------------------33 5. Rejected Materials --------------------------------------------------------34 C. Concrete 1. Portland Cement -----------------------------------------------------------34 2. Air-Entraining Admixtures for Concrete ------------------------------------34 3. Aggregates for Concrete ---------------------------------------------------34 4. Water ---------------------------------------------------------------------34 5. Metal Reinforcement in Concrete -------------------------------------------34 D. Steel and Castings 1. Structural Steel ----------------------------------------------------------35 2. Steel Castings ------------------------------------------------------------35 3. Gray Iron Castings --------------------------------------------------------35 4. Ductile Iron Castings -----------------------------------------------------35 5. Watertight Type Castings --------------------------------------------------35 E. Brick 1. Sewer Brick ---------------------------------------------------------------36 2. Building Brick ------------------------------------------------------------37 3. Facing Brick --------------------------------------------------------------37 F. Precast Manholes 1. Reinforced Concrete Manholes ----------------------------------------------37 2. Manhole Cones -------------------------------------------------------------37 3. Manhole Steps -------------------------------------------------------------37 4. Connections ---------------------------------------------------------------37 5. Riser Sections ------------------------------------------------------------38 6. Grade Adjustment Rings ----------------------------------------------------38 7. Overlay Adjustment Rings --------------------------------------------------38 8. Waterproofing -------------------------------------------------------------38 G. Pipe 1. Sanitary and Combined Sewer Pipe ------------------------------------------38 2. Storm Water Sewer Pipe ----------------------------------------------------39 3. Clay Pipe and Fittings ----------------------------------------------------39 4. Reinforced Concrete Pipe --------------------------------------------------39 5. Ductile Iron Pipe ---------------------------------------------------------40 6. Polyvinyl Chloride Pipe ---------------------------------------------------40 7. Composite Sewer Pipe ------------------------------------------------------41 8. Force Main Pipe -----------------------------------------------------------41 9. Cured-In-Place Pipe (CIPP) ------------------------------------------------42 10. Fiberglass Pipe -----------------------------------------------------------42 11. Other Types of Pipe -------------------------------------------------------42 III 12. Corrugated Polypropylene Pipe ---------------------------------------------42 13. Pipe for Pipe Bursting ----------------------------------------------------43 H. Joints 1. Joint Selection (this is a table of type of joint to use for Sanitary Combined Sewers and for Storm Water Sewers) -------------------------------43 2. Type A Joints -------------------------------------------------------------44 3. Type B Joints -------------------------------------------------------------44 4. Type C Joints -------------------------------------------------------------45 5. Type D Joints -------------------------------------------------------------45 6. Type E Joints -------------------------------------------------------------45 7. Type F Joints -------------------------------------------------------------46 8. Other Type Joints ---------------------------------------------------------46 9. Lubricants for Prefabricated Pipe Gaskets ---------------------------------46 10. Primers and Adhesives -----------------------------------------------------46 11. Adapters and Couplings ----------------------------------------------------46 I. Precast Concrete Box Culverts 1. Requirements --------------------------------------------------------------47 J. Inlet Stones, Sills, and Blocks 1. Inlet Stones, Sills, and Blocks and Other Pre-Cast Units ------------------47 2. Top Surface of Inlet Stones -----------------------------------------------47 K. Materials for Sewer Bedding, Backfill, and Subgrade Replacement 1. Requirements --------------------------------------------------------------47 2. Designation: MSD 1-Bedding ------------------------------------------------48 3. Designation: MSD 2-Bedding ------------------------------------------------48 4. Designation: MSD 3-Backfill -----------------------------------------------48 5. Designation: MSD 4-Subgrade Replacement -----------------------------------48 6. Designation: MSD 5-Rock Blanket -------------------------------------------49 7. Designation: MSD 6-Gabion Rock --------------------------------------------49 8. Designation: MSD 7-Light Stone Revetment ----------------------------------49 9. Designation: MSD 8-Heavy Stone Revetment ----------------------------------49 L. Geotextile Fabric 1. Designation: Type 1 -------------------------------------------------------49 2. Designation: Type 2 -------------------------------------------------------50 3. Designation: Type 3 -------------------------------------------------------50 4. Designation: Type 4 -------------------------------------------------------50 M. Damp-Proofing and Waterproofing Materials 1. Damp-Proofing Materials Shall Conform to the Following --------------------51 2. Waterproofing Materials Shall Conform to the Following --------------------51 PART 3 EXCAVATION Section A. General 1. Type ----------------------------------------------------------------------53 2. Protection ----------------------------------------------------------------53 B. Classification 1. Excavation Classes --------------------------------------------------------53 2. Record of Excavation Materials --------------------------------------------53 C. Clearing ------------------------------------------------------------------------54 D. Work Included in Excavation 1. General -------------------------------------------------------------------54 E. Unusual Excavation Conditions 1. Extra Payment Requests a. Infiltration --------------------------------------------------------55 b. Sheet Piling --------------------------------------------------------55 c. Other Unforeseeable, Special, or Unusual Construction ---------------55 2. Written Request for Special Items -----------------------------------------55 F. Open Cut Excavation IV 1. Alternative Methods of Excavation -----------------------------------------55 2. Underground Structures, Pipe Lines, or Utilities --------------------------55 3. Utilities -----------------------------------------------------------------56 4. Limits of Excavation for Pipe Sewers --------------------------------------57 5. Limits of Excavation for Channels -----------------------------------------57 6. Change of Trench or Channel Location --------------------------------------58 7. Length of Open Trench -----------------------------------------------------58 8. Unauthorized Excavation ---------------------------------------------------58 9. Removal of Unsuitable Subgrade --------------------------------------------58 10. Unsuitable Subgrade Beneath Wall Footings ---------------------------------59 11. Excavation in Rock --------------------------------------------------------59 12. Control of Water ----------------------------------------------------------59 13. Disposition of Excavated Materials ----------------------------------------60 14. Bracing and Shoring -------------------------------------------------------60 15. Trench and Channels with Sloping Sides ------------------------------------61 16. Stanking ------------------------------------------------------------------61 G. Excavation for Manholes, Inlets, Junction Chambers, and Other Appurtenant Structures 1. Limits of Excavation ------------------------------------------------------61 H. Methods of Measurement and Basis of Payment 1. Clearing ------------------------------------------------------------------62 2. Trench Excavation ---------------------------------------------------------62 3. Excavation for Structures -------------------------------------------------63 4. Removal and Replacement of Unsuitable Subgrade ----------------------------63 5. Payment for Excavation ----------------------------------------------------64 6. Payment for Shoring Ordered Left in Place ---------------------------------64 7. Payment for Stanking ------------------------------------------------------64 8. Payment for Sanitary House Laterals and Utility Removal and Relocation ----64 9. Payment for Private Underground Facilities --------------------------------65 10. Payment for Removal of Structures and Manholes ----------------------------65 PART 4 PIPE SEWER CONSTRUCTION Section A. General 1. Channel Construction ------------------------------------------------------66 2. General Construction Conditions -------------------------------------------66 B. Pipe Field Test 1. General -------------------------------------------------------------------67 2. Reach Integrity Testing ---------------------------------------------------67 a. Air Testing ---------------------------------------------------------67 b. Replacement of Existing Sewers/Test Method Modifications ------------68 c. Infiltration/Exfiltration Testing -----------------------------------68 d. Joint Testing -------------------------------------------------------68 3. Mandrel Testing -----------------------------------------------------------68 4. Manhole Testing -----------------------------------------------------------69 a. Vacuum Testing ------------------------------------------------------69 b. Exfiltration Testing ------------------------------------------------69 C. Bedding 1. Bedding, Cradling, or Encasement Types ------------------------------------70 2. Use of Bell and Spigot Pipe -----------------------------------------------70 3. Class C Bedding -----------------------------------------------------------70 D. Pipe Laying 1. Handling of Pipe ----------------------------------------------------------70 2. Laying of Pipe ------------------------------------------------------------70 3. Bedding, Cradling, or Encasement ------------------------------------------71 4. Water in Excavation -------------------------------------------------------71 5. Cleaning of Pipe Interior -------------------------------------------------71 6. Protection of Pipe --------------------------------------------------------71 V 7. Fittings and Special Pipes ------------------------------------------------71 8. Future Connections --------------------------------------------------------71 9. Elliptical Pipe -----------------------------------------------------------72 10. Force Main ----------------------------------------------------------------72 E. Concrete Cradle -----------------------------------------------------------------73 F. Concrete Encasement -------------------------------------------------------------73 G. Structures 1. General -------------------------------------------------------------------73 2. Vertical Alignment --------------------------------------------------------73 3. Concrete Structures -------------------------------------------------------74 4. Precast Manholes, Inlets, and Appurtenances -------------------------------74 5. Brick Masonry Construction ------------------------------------------------75 6. Inlet and Outlet Pipes ----------------------------------------------------76 7. Setting of Castings, Frames, Fittings, and Steps --------------------------77 H. Trench Backfill 1. Placing of Backfill -------------------------------------------------------78 2. Backfill-Granular or Other Compacted Materials ----------------------------79 3. Backfill-Jetted (Non-Pavement Areas) --------------------------------------79 4. Backfill-Flowable Fill or Low-Density Cellular Concrete (LDCC)-------------79 5. Backfill-Compaction Testing -----------------------------------------------80 I. Methods of Measurement and Basis of Payment 1. General -------------------------------------------------------------------80 2. Pipe Sewers ---------------------------------------------------------------80 3. Curved or Radius Pipe -----------------------------------------------------81 4. Tees, Wyes, Bends, Stubs, Etc. --------------------------------------------81 5. Concrete for Encasement ---------------------------------------------------81 6. Manholes ------------------------------------------------------------------81 7. Inlet-Manholes ------------------------------------------------------------82 8. Inlets --------------------------------------------------------------------82 9. Double Inlets -------------------------------------------------------------83 10. Junction Chambers ---------------------------------------------------------83 11. Trench Backfill -----------------------------------------------------------83 12. Backfill Around Structures ------------------------------------------------84 13. Granular Backfill ---------------------------------------------------------84 14. Special Structures --------------------------------------------------------85 15. Laterals ------------------------------------------------------------------85 PART 5 CONCRETE CONSTRUCTION Section A. General -------------------------------------------------------------------------86 B. Materials -----------------------------------------------------------------------86 C. Classes 1. General -------------------------------------------------------------------86 2. Proportioning -------------------------------------------------------------87 3. Admixtures ----------------------------------------------------------------87 4. Air-Entrained Concrete ----------------------------------------------------87 5. Consistency ---------------------------------------------------------------88 D. Batching and Mixing 1. Plant-Mixed or Ready-Mixed Concrete ---------------------------------------88 2. Handmixing ----------------------------------------------------------------89 E. Conveying and Placing 1. Standard Practice ---------------------------------------------------------89 F. Mortar and Grout 1. Mortar Mixture for Sewer Construction -------------------------------------90 2. Mortar for Other Purposes -------------------------------------------------90 3. Grout ---------------------------------------------------------------------91 G. Flowable Fill or Low Density Cellular Concrete (LDCC) VI 1. Materials and Proportioning for Flowable Fill -----------------------------91 2. Materials and Proportioning for Low Density Cellular Concrete (LDCC)-------91 3. Placement -----------------------------------------------------------------92 4. Testing -------------------------------------------------------------------93 H. Construction and Expansion Joints 1. Construction Joints -------------------------------------------------------93 2. Expansion Joints ----------------------------------------------------------94 I. Finishing 1. General -------------------------------------------------------------------94 2. Rubbed Surface Finish -----------------------------------------------------94 3. Paved Channel Bottoms -----------------------------------------------------94 J. Curing and Protection 1. General -------------------------------------------------------------------94 2. Cold Weather --------------------------------------------------------------95 3. Hot Dry Weather -----------------------------------------------------------95 K. Concrete Forms 1. Forms ---------------------------------------------------------------------95 L. Reinforcing Steel 1. General Requirements ------------------------------------------------------96 PART 6 STORM WATER/CHANNEL CONSTRUCTION Section A. Storm Water Management 1. General -------------------------------------------------------------------98 B. Channels 1. Channel Construction ------------------------------------------------------98 2. Construction Grades -------------------------------------------------------9 8 3. Use of Cross Sections -----------------------------------------------------98 C. Rock Blanket 1. Construction Requirements -------------------------------------------------98 D. Rock Lined Channels 1. Location ------------------------------------------------------------------99 2. Bedding Material-Crushed Limestone ----------------------------------------99 3. Trimming and Shaping Channel and Geotextile Fabric ------------------------99 4. Placement of Rock Lining -------------------------------------------------100 E. Natural Channels 1. General ------------------------------------------------------------------100 2. Unimproved Natural Channels ----------------------------------------------100 F. Fill 1. General ------------------------------------------------------------------101 2. Modified Proctor Density 90% ---------------------------------------------101 3. Final Fill Qualities -----------------------------------------------------101 G. Connections to Channel 1. Connections to Constructed Channels --------------------------------------102 2. Connections to Natural Channels ------------------------------------------102 3. Connection to Existing Channels ------------------------------------------102 H. Restoration 1. Ground Cover -------------------------------------------------------------102 I. Methods of Measurement and Basis of Payment 1. General ------------------------------------------------------------------103 2. Rock Blanket -------------------------------------------------------------103 3. Rock Lined Channels ------------------------------------------------------103 4. Crushed Limestone --------------------------------------------------------103 5. Pipe Connections to Existing or New Paved Channel ------------------------103 6. Compaction to Adjacent Ground Density ------------------------------------103 7. Compaction to 90% Modified Proctor Density -------------------------------103 8. Additional Fill ----------------------------------------------------------103 VII PART 7 TRENCHLESS SEWER CONSTRUCTION Section A. General 1. Type ---------------------------------------------------------------------104 2. General Construction Condition -------------------------------------------104 3. Settlement Monitoring ----------------------------------------------------104 B. Pipe Sewers in Tunnel 1. General ------------------------------------------------------------------104 2. Construction Alternative -------------------------------------------------105 3. Installation Methods -----------------------------------------------------105 4. Rock Excavation in Tunnel ------------------------------------------------106 5. Submittals ---------------------------------------------------------------106 6. Carrier Pipe Materials ---------------------------------------------------107 7. Casing Pipe or Tunnel Liner ----------------------------------------------107 8. Casing Spacers and Pipe Supports -----------------------------------------108 9. Tunnel Backfill Materials ------------------------------------------------108 10. Line and Grade -----------------------------------------------------------108 11. Abandoned Installation ---------------------------------------------------109 12. Dewatering ---------------------------------------------------------------109 13. Utility Locating ---------------------------------------------------------109 14. Shaft Construction -------------------------------------------------------109 15. Casing Pipe, Tunnel Liner, or Un-cased Carrier Pipe Installation ---------109 16. Carrier Pipe Installation through Casing Pipe or tunnel Liner ------------110 17. Inspection Closed Circuit Television -------------------------------------110 C. Pipe Sewers Installed by Pipe Bursting 1. Methods of Pipe Bursting -------------------------------------------------111 2. Qualifications of the Contractor -----------------------------------------111 3. Submittals ---------------------------------------------------------------112 4. Locating Utilities -------------------------------------------------------113 5. CCTV Inspections ---------------------------------------------------------113 6. Cleaning and Preparation of the Sewer ------------------------------------113 7. Closed Circuit Television Inspection – Pre-Construction ------------------113 8. Connection to Manholes ---------------------------------------------------113 9. Restoration of Pits ------------------------------------------------------114 10. Subsurface Conditions ----------------------------------------------------114 11. Inspection Closed Circuit Television – Post-Construction -----------------114 12. Field Testing ------------------------------------------------------------115 D. Pipe Sewers Rehabilitated Using Cured-In-Place Pipe (CIPP)----------------------115 E. Pipe Sewers Rehabilitated by Trenchless Methods --------------------------------115 F. Point Repairs ------------------------------------------------------------------115 G. Grouting 1. General ------------------------------------------------------------------116 2. Mixtures -----------------------------------------------------------------116 3. Grouting Requirement and Application -------------------------------------116 H. Methods of Measurement and Basis for Payment 1. General ------------------------------------------------------------------117 2. Pipe Sewers in Tunnel ----------------------------------------------------117 3. Grouting/Low Density Cellular Concrete -----------------------------------118 4. Pipe Sewers Installed by Pipe Bursting -----------------------------------118 5. Pipe Sewers Installed by Trenchless Methods ------------------------------118 6. Point Repairs ------------------------------------------------------------118 7. Monitoring and Testing ---------------------------------------------------119 8. Methods of Measurement and Basis for Payment -----------------------------119 9. Shotcrete and Miscellaneous Sewer Repairs --------------------------------119 VIII PART 8 PROTECTION AND RESTORATION OF SITE Section A. Contractor Responsibility ------------------------------------------------------120 B. Land Disturbance Activity (For District Contracted Projects) -------------------120 C. Agreements with Property Owners ------------------------------------------------122 D. Cleanup ------------------------------------------------------------------------122 E. Fences 1. General ------------------------------------------------------------------123 2. Fence Fabric -------------------------------------------------------------123 3. Posts and Rails ----------------------------------------------------------123 F. Sodding 1. Grading ------------------------------------------------------------------124 2. Areas to be Sodded -------------------------------------------------------124 3. Fine Grading, Fertilizing, Sod Placement, and Watering -------------------124 4. Sodded Areas Outside of the Payline Limits -------------------------------124 5. Seeding Sodded Areas Outside of the Payline Limits -----------------------125 6. Acceptance of Sodding ----------------------------------------------------125 G. Seeding ------------------------------------------------------------------------125 H. Method of Measurement and Basis of Payment 1. General ------------------------------------------------------------------125 2. Land Disturbance ---------------------------------------------------------126 3. Fencing ------------------------------------------------------------------126 4. Sodding ------------------------------------------------------------------126 5. Seeding ------------------------------------------------------------------126 PART 9 MISCELLANEOUS Section A. General ------------------------------------------------------------------------127 B. Connections to Existing Facilities 1. General ------------------------------------------------------------------127 2. Existing Manholes --------------------------------------------------------127 3. Existing Sewers ----------------------------------------------------------128 4. New Manholes -------------------------------------------------------------128 C. Crossings of Railroads, Streets, Highways, and Stream/Channels 1. General ------------------------------------------------------------------129 2. Crossings in Streets -----------------------------------------------------129 3. Crossings Under Highways -------------------------------------------------129 4. Crossings Under Railroads ------------------------------------------------129 5. Crossings Under Streams/Channels -----------------------------------------129 D. Removal and Replacement of Pavements and Roadway Wearing Surfaces 1. General ------------------------------------------------------------------130 2. Partially Improved Roadway Wearing Surfaces ------------------------------130 3. Bituminous Wearing Surfaces ----------------------------------------------130 4. Asphaltic Concrete Street Pavement ---------------------------------------131 5. Rigid Base Pavements -----------------------------------------------------131 6. Sidewalks and Driveways --------------------------------------------------132 7. Curb and Gutter ----------------------------------------------------------133 8. ADA Access Ramps ---------------------------------------------------------133 9. Backfill Under Pavements and Roadway Wearing Surfaces --------------------134 E. Headwalls, Intake and Outlet Structures 1. General ------------------------------------------------------------------134 2. Flared End Section -------------------------------------------------------134 3. Outlet Structures --------------------------------------------------------134 F. Abandonment 1. Sewers -------------------------------------------------------------------1 35 2. Manholes and Inlets ------------------------------------------------------135 3. Septic Tanks -------------------------------------------------------------135 IX 4. Pump Station Abandonment -------------------------------------------------135 a. General ------------------------------------------------------------135 b. Lift Station Abandonment -------------------------------------------135 c. Equipment Removal and Disposal -------------------------------------136 d. Force Main Abandonment ---------------------------------------------136 e. Payment ------------------------------------------------------------136 5. Payment for Abandonment --------------------------------------------------136 G. Signs --------------------------------------------------------------------------137 PART 1 - GENERAL 10 CONSTRUCTION SPECIFICATIONS of THE METROPOLITAN ST. LOUIS SEWER DISTRICT PART 1 GENERAL CONDITIONS SECTION A PURPOSE AND APPLICATION. These specifications apply to construction projects intended to be dedicated to the District for maintenance. For District contracted projects, the Project Plans and Specifications shall take precedence over these standard specifications. Any review by The Metropolitan St. Louis Sewer District, whether part of design or construction inspection, does not relieve the Engineer or Contractor from their responsibility to perform and meet professional standards and the requirements of their license, the Contract, and Engineer seal. SECTION B DEFINITIONS. Whenever used in the bidding requirements or Contract Documents, a term printed with initial capital letters, including the term's singular and plural forms, will have the meaning indicated in the definitions below. Acceptance of the Work: That action by which the District acknowledges that all Work as defined by the Contract has been fully performed and accepted. Award: Notice to the Contractor of acceptance of bid, subject to conditions of invitation for bids and applicable ordinances. Backfill: The material used to fill an excavation. Base: The foundation or substructure resting on the Subgrade and supporting a pavement or structure. Bedding: The material on which the pipe or conduit is supported and protected. Bidder: The individual, partnership, joint venture, corporation, or other legal entity who submits an offer in accordance with the invitation for bids. Bio-Stabilization: The use of living plants and/or natural materials to prevent or stabilize soil erosion. Cash Contract: A Contract providing for payment in money. Change Order: A document that authorizes an addition, deletion or revision in the Work, or an adjustment in the Contract price, or the Contract schedule issued on or after the effective date of the Contract. Channel: A natural or artificial water course. PART 1 - GENERAL 11 Combined Sewer: A pipe or conduit designed and intended to receive and convey Wastewater, Storm Water including roof and street drainage, unpolluted water and cooling water. Concrete: A proportioned uniform mixture of graded fine and coarse aggregates and cementing material. The cementing material shall be portland cement and water for cement Concrete and bituminous cements for asphalt Concrete. Contract: The agreement by which the successful Bidder obligates him/herself to do the Work in accordance with the invitation for bids. Contract Bond: A performance bond and/or payment bond for the full amount of the Contract in a form acceptable to the District as directed by ordinance, and secured by a corporation engaged in the bonding business, duly licensed to do business in Missouri, and approved by the District by the District. Contract Documents: Those items so designated in the Contract. Contractor: The individual, partnership, joint venture, corporation, or other legal entity who performs the Work under the terms of the Contract Documents. Culvert: A closed conduit for the free passage of surface drainage water under a Roadway, railroad, or other embankment. Developer: The individual, partnership, joint venture, corporation, governmental agency, or other legal entity responsible for the construction and funding of a project under the terms of the Contract Documents. Direct Conflict: Regarding sanitary Private Lateral service, Utility services, Utility mains: When the proposed structures or conduits intrude into the surface of an existing structure or conduit, or when an existing conduit is found to be within the Payline Limits of and parallel to the proposed conduit, or when an existing conduit crosses the proposed conduit at an angle of 45 degrees or less to parallel they will be considered to be in Direct Conflict. Regarding Utility surface conflicts (i.e. power poles, guy anchors, valve boxes, etc.), they must be within the excavation Payline Limits to be in Direct Conflict. Director: The Executive Director and CEO of the District or his/her duly authorized agents. District: The Metropolitan St. Louis Sewer District or its duly authorized agents. Easement: The right of the District to use real property of another for Sewer, drainage, construction, and/or maintenance purposes. Engineer: An individual(s) licensed by the State of Missouri as a Professional Engineer who is responsible for the Project Plans and Specifications. Force Main: A pressurized conduit carrying sewage. Hazardous Waste: The term Hazardous Waste shall have the meaning provided in Section 1004 of the Solid Waste Disposal Act (42 USC Section 6903) as amended from time to time. Normal wastewater is not a “Hazardous Waste”. Industrial Waste: The water-borne wastes, including contaminated cooling water, from industrial processes, as distinct from Sanitary Wastewater. Local: Within 100 miles of the District’s main office. PART 1 - GENERAL 12 May: is permissive; Shall: is mandatory. Payline Limits: The dimensions that have been set forth in these specifications by which quantities will be determined for payment. Private Connection: The point of connection between the Private Lateral and Public Sewer. Private Lateral: Private Sewer from a private drain to a Public Sewer. Private Sewer: A Sewer within the boundaries of the District but not owned or controlled by the District. Project Plans and Specifications: The plans, profiles, cross-sections, drawings, and project specifications, including these Standard Construction Specifications for Sewers and Drainage Facilities, or reproductions thereof, which show and describe the details of the Work to be done. Where either Plans or Specifications is used it means both. Proposal: An offer to do the Work in accordance with the invitation for bids. Proposal Guaranty: The bid security of a certified check or cashier’s check, or a bid bond security by a duly licensed Surety company in an amount as set forth in the invitation to Bidders, to become the property of the District if the offer of the Bidder is accepted by the District and the Bidder fails or refuses to enter into a Contract pursuant to their offer. Public Right-of-Way: The real property used by a public Utility, government entity, and/or Sewer. Public Sewer: A Sewer which has been accepted for public maintenance as determined by the District. Reach: The section of Sewer line between two structures. Roadway: That portion of a street, road, and/or highway (usually paved) which is used for vehicular traffic. Rock Blanket: The localized rock protection for outfalls, inlets, and stream crossings for the purpose of erosion control. Rock Lined Channels: The rock protection along stream banks and beds for the purpose of erosion control and stabilization. Sanitary Sewer: A pipe or conduit designed and intended to receive and convey Wastewater. Sanitary Wastewater: Wastewater emanating from the sanitary conveniences, including toilet, bath, laundry, lavatory, and/or kitchen sink, of residential and non-residential sources, as distinct from Industrial Waste. Separate Storm Sewer: A pipe, conduit, conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade Channels or storm drains) designed and intended to receive and convey Storm Water, as defined herein and which discharges to waters of the State and which is not part of the Combined Sewer system. A Separate Storm Sewer may also convey effluent discharged pursuant to an NPDES permit when such use is approved by the Director. Sewer: A pipe or conduit for conveying Wastewater, Storm Water, cooling water, or other disposed waste. PART 1 - GENERAL 13 Shall: is Mandatory; May is permissive. Shop Drawings: All drawings, diagrams, illustrations, schedules, and other data or information that are specifically prepared or assembled by or for the Contractor and submitted by Contractor to illustrate some portion of the Work. Shop Drawings are not Contract Documents. Special Benefit Assessment (Special Tax Bill) Contract: A Contract providing for reimbursement to the District in special tax bills. Standard Details of Sewer Construction : Plans of structures, devices or construction details commonly used in the construction of the Work and referred to in these specifications as details or standard details. Stank: A section of earth left in place above a short-tunneled section between sections of open trench in a line of a trenching operation. Storm Water: rainfall runoff, snow melt runoff, and surface runoff and drainage. Subcontractor: An individual or entity having a direct contract with Contractor or with any other Subcontractor for the performance of a part of the Work. Subgrade: The surface of the supporting earth or rock upon which a foundation base, pavement, walk, Bedding, conduit, or a structure is to be placed. Surety: A corporation acceptable to the District that is duly authorized under Missouri laws to assume the responsibility of assuring the bonds of the Contractor to the District. Swale: A shallow, natural, or constructed water course. Temporary Construction Easement: Permission to use a defined section of private property during construction for ingress/egress, removal of trees and vegetation, excavate, grade, fill and temporarily relocate Utilities. Utilities: Public service facilities for supplying gas, electricity, water, power, steam, cable TV, telephone and telegraph communication, railway transportation, and the like. Sewers are not considered Utilities for these purposes. Wastewater: The water-borne wastes, Industrial Waste, and/or Sanitary Wastewater as defined herein, emanating from residential and non-residential sources together with such groundwater, surface water, or Storm Water as cannot be avoided. Work: The construction of the public and private facilities contracted for completion. PART 1 - GENERAL 14 SECTION C SCOPE OF WORK. 1. Meaning of Project Plans and Specifications. All Work contemplated and described in these specifications shall be done in accordance with the Project Plans and Specifications. The Project Plans and Specifications form a part of the Contract. If any discrepancy appears between any of the drawings and the specifications, or between any of the drawings, such discrepancy shall be interpreted and adjusted in writing by the Engineer and as agreed to by the Director, whose decision shall be final. Any doubts as to the meaning of these specifications or any ambiguity in wording shall be explained and interpreted by the Engineer who shall have the right to correct any error or omission in them when such correction is, in his/her opinion, necessary for the proper fulfillment of their intention. The District shall not be liable for any increase in price as a result of such interpretation. When reference is made to a particular specification, it shall be interpreted to be the latest current revision thereof. 2. Decision of Director Conclusive. The Director shall in all cases decide all questions which may arise relative to interpretations of the Project Plans and Specifications, to the acceptability of Work done by the Contractor, and to the estimates. His/her decisions shall be final and conclusive. 3. Or Equal Clause. Whenever in these specifications or in any of the Contract Documents, any articles, appliance, device, or material is designated by a trade name and such words are not followed by the condition “or equal”, it shall be deemed that the words “or equal” do follow such designation unless the text clearly requires a contrary interpretation. Any article or material equaling the standards fixed may be used in place of that specifically mentioned by the specifications, provided the material proposed is first submitted to and approved by the Engineer. 4. Ambiguity of Plans or Specifications. If the Contractor does not clearly understand the Project Plans and Specifications or is not sure of their meaning, the Contractor shall submit a written request to the District that will be reviewed by the Engineer and/or Director. The Engineer’s written explanation and interpretation, subject to agreement of the District, shall be final. 5. Rights-of-Way and Easements. All Public Sewers, Channels, and appurtenances shall be constructed in Easements and/or public rights-of-way. 6. Additions or Omissions of Work. The District shall have the right to make changes in the Project Plans and Specifications or the character of the Work or to increase or decrease the quantity of Work provided the total value of such changes, together with all previous changes, is not in excess of 25% of the original total monetary amount of the Contract. Should it become PART 1 - GENERAL 15 necessary or in the best interests of the District to make increases or decreases exceeding this limitation, they will be covered by a supplemental written agreement entered into by the Contractor and the District. 7. Work Change Directive. Should a change be required, and it is not feasible to delay construction of that portion of the improvement affected by the change until such time as a Change Order can be issued, and the estimated increase or decrease in Contract cost does not exceed $5,000, a written Work Directive Change may be issued in the field by the Director. The Contractor shall then proceed with the Work without delay and such Work Directive Change will be confirmed by Change Orders at a later date. 8. Changes Requested by the Contractor. The District may, at the Contractor’s request, authorize in writing changes in the Project Plans and Specifications to facilitate or expedite the Work of the Contractor, provided such changes are not detrimental to the Work or to the best interests of the District. Requests for such changes shall be submitted in writing to the Director. Such changes, as are authorized under this provision, shall be made without additional cost to the District, and the District reserves the right to receive an equitable adjustment in the Contract price or Contract time as a consideration for authorizing any such change. The Contractor shall maintain sole responsibility for assuring these changes meet all of the requirements of Part 1, Section F, RESPONSIBILITIES OF THE CONTRACTOR. 9. Changed or Unforeseen Conditions. During the progress of the Work, if the Contractor should encounter conditions materially different from those in the Project Plans and Specifications, or unknown conditions of a nature differing materially from those ordinarily encountered and generally recognized as being inherent in the character of the work being performed, the Contractor shall, before proceeding further with the Work affecting or affected by such conditions, immediately notify the District which may notify the Engineer to contribute to the investigation of the claimed change(s). After the investigation, if the Director determines that conditions do materially differ, the Director shall determine whether the Contractor could not reasonably have been expected to ascertain in advance the true nature of the existing conditions. The District will issue a Change Order to provide for any increase or decrease in cost and difference in Contract time resulting from any such condition. 10. Submittal of Claims. Notification of any and all claims for additional payment or time extensions must be submitted to the District in writing within 30 calendar days of the event causing the claim or no consideration will be given to such claim. Additional calendar days to submit the value of a claim may be allowed upon written request by the Contractor and approval by the Director. PART 1 - GENERAL 16 11. Asbestos, PCBs, Petroleum, Hazardous Waste, or Radioactive Material. a. When construction has been contracted directly by the District, the District shall be responsible for any asbestos, PCBs, petroleum, Hazardous Waste, or radioactive material uncovered or revealed at the site which was not shown or indicated in the Project Plans or Specifications or identified in the Contract Documents to be within the scope of the Work and which may present a substantial danger to persons or property exposed thereto in connection with the Work at the site. The District shall not be responsible for any such materials brought to the site by the Contractor, Subcontractor, suppliers, or anyone else for whom the Contractor is responsible. b. If the Contractor encounters any unforeseen hazardous condition the Contractor shall immediately: (i) stop all Work in connection with such hazardous condition and in any area affected thereby (except in an emergency), and (ii) notify the District (and thereafter confirm such notice in writing). The District shall promptly use a qualified expert to evaluate such hazardous condition or take any necessary corrective action. The Contractor shall not be required to resume Work in connection with such hazardous condition or in any such affected area until after the District has obtained any required permits related thereto and delivered to the Contractor by special written notice: (i) specifying that such condition and any affected area is or has been rendered safe for the resumption of Work, or (ii) specifying any special conditions under which such Work may be resumed safely. Any claims for a change in the time of completion or payment for changes and extra Work shall be submitted by the Contractor per the “Time of Completion” and the “Payment for Changes and Extra Work” provisions of these specifications as found in Part 1, Section E.11 and G.4. c. If after receipt of such special written notice the Contractor does not agree to resume such Work based on a reasonable belief it is unsafe, or does not agree to resume such Work under such special conditions, then the District may order such portion of the Work that is in connection with such hazardous condition or in such affected area to be deleted from the Work. The District may have such deleted portion of the Work performed by the District’s own forces or others. SECTION D CONTROL OF WORK. 1. Subcontract. The Contractor may not subcontract more than 50% of the work unless approved by the District. The Contractor’s decision to subcontract any portion of the Work shall not relieve the Contractor of any responsibility under the Contract. 2. Contractor’s Responsibility for Work as a Whole. The Contractor shall be responsible for the entire Work until its final acceptance by the District and for any Work required to be performed pursuant to the applicable warranty period. The Contractor will not be PART 1 - GENERAL 17 released from any responsibility for any part of the Work until the entire Work embraced in the Contract is finally accepted and any warranty Work is completed. The Contractor shall be solely responsible for the safety of the public and those engaged or employed during construction until completion of the Work. 3. Authority of the District Representative. The Director, who is authorized by the Board of Trustees, may act in the District’s behalf in all matters affecting the Work. Within the scope of the Contract, the Director is authorized to observe the Work and to prepare and process progress and final payment estimates. In the event of dispute between the Contractor and the District, the latter is authorized to reject materials or to suspend Work until questions at issue can be referred to and decided by the Director. 4. District to Stake Out Work. For Work contracted by the District, the District will stake out the Work and will furnish all survey party personnel, instruments, labor, and stakes required within 14 calendar days of written request by the Contractor. The Contractor shall furnish all alignment and grade controls, utilizing laser equipment, transit, or batter boards, and the labor for setting them, and shall fully cooperate in any of the survey effort. The Contractor shall be careful to preserve stakes and survey marks from damage or dislocation and shall pay for the replacement of all stakes and survey marks destroyed, lost, or displaced because of his/her negligence. 5. Notice to Proceed. No Work shall begin until the District has issued the Notice to Proceed and/or Construction Permits, as appropriate. 6. Contract Submittals. a. The Contractor shall furnish Shop Drawings for all steel reinforcement in reinforced Concrete structures, and for all work as required by the Project Plans and Specifications. Shop drawings shall be fully detailed fabrication plans and shall include any erection plans needed to determine the location of individual members in the proposed structure. For private development the drawings shall first be reviewed by the Developer’s Design Engineer. b. The Contractor shall submit either six prints of each Shop Drawing or an equivalent digital representation to the District a minimum of two weeks prior to the date on which such Work shall begin. The District may transmit the documents to the Engineer for review as required by the Contract Documents. After being reviewed, two prints of the drawings or the equivalent digital representation will be returned to the Contractor who shall correct and resubmit the drawings if required by the review comments. Work to which any of these drawings is applicable shall not be performed prior to the acceptance of such drawings by the District. No change shall be made on any supplemental drawing after it has been reviewed, except on further review. PART 1 - GENERAL 18 c. If a Shop Drawing, submitted by the Contractor as hereinbefore required, includes any modifications or changes of any specific requirements of the Project Plans and Specifications, the Contractor shall make a clearly legible note of such changes on the drawing and clearly identify it as a Contract change. Such drawings, when reviewed and accepted, shall then supersede the requirements of the Project Plans and Specifications in these particulars. When a modification causes a change in Contract cost or other change, a Change Order will be issued. d. The District or Engineer’s review of Shop Drawings submitted by the Contractor will indicate agreement only insofar as the finished Work may be affected. Such review will not indicate that these drawings have been completely checked for accuracy of dimensions and details, and conformity with Project Plans and Specifications. The Contractor shall be responsible for any field measurements required, for accuracy of dimensions and of details, and for conformity with Project Plans and Specifications. Full compensation for furnishing all drawings required to be furnished by the Contractor shall be considered as included in the Contract price. 7. Methods and Appliances. The methods, labor, equipment, and other facilities used by the Contractor must be such as will assure performance of the Work in accordance with the Project Plans and Specifications, and within the time specified for completion. The Contractor shall submit and comply with a p rogress schedule for starting and completing various stages of Work. 8. Inspection of the Work. a. The District shall be given free access to the Work, storage sites, and all material-producing facilities. Every reasonable aid shall be provided for observation of the materials and workmanship of the Work. b. Any activities that could affect the quality of workmanship of the Work shall be done only in the presence of the Director unless otherwise specifically authorized, and any Work that is performed during the absence of said representative without such permission having been granted, will be subject to rejection. c. Any Work not constructed in accordance with the Project Plans and Specifications, whether or not constructed in the presence of the Director, shall be subject to rejection at any time prior to Acceptance of the Work. d. At the beginning of the Work or on resumption thereof after temporary suspension for any reason for more than one workday, the Contractor shall notify the Director prior to noon of the working day before observation service is required on the Work. Failure to notify the Director may result in rejection of the Work installed. PART 1 - GENERAL 19 e. Whenever the Contractor is permitted or directed to perform Work outside of the defined hours in the Contract, or to vary the period during which Work is carried on by day, the Contractor shall give reasonably adequate notice to the District. f. When the Work has been completed, a final review of the Work will be made under the supervision of the Director. 9. Rejected or Unauthorized Work. a. Work which has been rejected shall be repaired, or removed and replaced by the Contractor as ordered by the District without additional compensation for such corrective Work. If the Contractor fails to comply with such order, the District may cause such defective or rejected Work to be removed and replaced and deduct the cost of such repair or removal and replacement from any moneys due or to become due to the Contractor, in addition to any other remedies the District may have against the Contractor. Furthermore, the Contractor may be permanently or temporarily removed from the District’s list of eligible Bidders for future District projects. b. No additional payment will be made for any Work done beyond the lines and grades shown on the Project Plans and Specifications, or any extra Work done without prior written Director authority and direction. The payment of any estimate or of any retained percentage shall not relieve the Contractor of any obligation to correct any defective Work. SECTION E PROSECUTION, PROGRESS AND ACCEPTANCE OF THE WORK. 1. Time of Commencement. The Work embraced in the Project Plans and Specifications shall start within ten calendar days after the date of written notice to proceed, and shall be carried on regularly thereafter with such force and equipment and in such manner as to ensure its completion per the Contract. If the Contractor does not comply with the foregoing without a written, District approved explanation, the Contractor may be removed from the list of eligible Bidders for future District projects. 2. Order of Work. The Work to be done shall be begun and carried on at such locations and in such order of precedence as the District may require and shall be completed on or before such date as is specified in the Contract. The Contractor shall employ such means and methods in doing the Work as will not interrupt, delay, damage, or interfere with the work of any other Contractor. All Sewer and Channel construction shall begin at the most downstream end of the project and proceed upstream, unless otherwise approved by the Director in writing. 3. Work During Unsuitable Weather. a. During unsuitable weather which may adversely affect the quality or workmanship of the Work, all Work should be protected from possible damage. PART 1 - GENERAL 20 b. No cost claim shall be made by the Contractor for delay by extreme or unusual weather, but, an extension of the Contract time may be given to the Contractor by the District equal to the time of delay as determined by the Director, provided the request is made in writing by the Contractor of such an extension in time promptly on termination of such delay in accordance with Part 1 Section C.10, and the Director has approved such request in writing. 4. District’s Liability for Delays. Delays caused by the District and claimed in writing by the Contractor in accordance with Part 1 Section C.10, will be considered for reimbursement and/or an extension of the Contract time. Consideration will only be given to the actual time that no progress was made. 5. Contractor’s Delays or Abandonment. a. If the Contractor should unnecessarily delay the Work, the District shall give notice in writing to the Contractor that the Work is being unnecessarily delayed; that all measures shall be taken to ensure the completion of the Work within the Contract time; and that, if adequate effective measures are not taken within five calendar days after the date of delivery by registered mail of such written notice, to increase the rate of doing acceptable Work so that the Work may be completed within the Contract time, the Contract may be terminated or cancelled and the Contractor may be removed from the District’s Bidder’s list. b. If the Contractor should abandon the Work to be done under this Contract, or should neglect or refuse to comply with the instructions of the District relative to delay or abandonment, or is found to have failed in any manner to comply with the Project Plans and Specifications or stipulations herein contained, the Director shall have the right to annul and cancel the Contract on ten days prior notice by registered mail to the Contractor and their Surety, and to complete the Contract at the expense of the Contractor and their Surety. In such event, the District shall have the right to use any and all materials on site belonging to the Contractor for the completion of the Work. 6. Contractor’s Liability for Exceeding the Contract Period. a. The Work shall be carried on regularly at a sufficient rate to secure its full completion within the Contract time. b. The rate of progress and the time of completion are essential conditions of the Contract. If the Contractor fails to complete the Work within the Contract time, payment shall be made to the District for liquidated damages as provided by the Contract. Such payments to the District are regarded by both parties to the Contract as liquidated damages for the actual costs to the District due to delay in completion of the Work and shall not be considered as a penalty. PART 1 - GENERAL 21 7. District’s Right to Use Work Prior to Acceptance. a. The District shall have the right to use the whole or any part of the Work which is in usable condition prior to the acceptance of all of the Work. Use of this Work shall not be considered as acceptance either in whole or in part. b. Whenever a property owner desires to connect to a Sewer before acceptance of all the Work, the Director may approve the application for a connection permit only with the written consent of the Contractor. 8. Contractor’s Relief from Maintenance and Responsibility. On the request of the Contractor and with the approval of the Director, or on the order of the Director, the Contractor will be relieved of the duty of maintaining and protecting certain portions of Work which are ready to be placed in service and which have been completed in accordance with the Contract. In addition, such action by the Director will relieve the Contractor of responsibility for injury or damage to said Work resulting from use or from other cause, excepting injury or damage resulting from the Contractor’s own operations or from its negligence. The Contractor will not be required again to clean up such portions of the Work prior to acceptance except for such items as result from his/her operations or negligence. 9. Field Approval of the Work – Substantial Completion. a. Field approval of the Work shall be limited to acknowledgment by the Director that the Work has been performed in accordance with the Contract. b. On completion of the Work, the Contractor shall request the Director to make a final review of the Work. The Director will commence with such final review within two working days, if practicable, and proceed diligently with such review. If the Work has been completed in accordance with the Contract, the District will proceed with preparing the final pay estimate and recommendations for District acceptance. However, the Contractor will be responsible for the Work except as otherwise provided, until such acceptance and any applicable warranties. 10. Acceptance of the Work. Upon notice from the Contractor that the entire Work or an agreed portion thereof is complete, the District will promptly make a final review and will notify the Contractor in writing of all particulars in which this review reveals that the Work, or agreed portion thereof, is incomplete or defective. The Contractor shall immediately take such measures as are necessary to complete such Work or remedy such deficiencies. After the Contractor has, in the opinion of the District, satisfactorily completed all corrections identified during the final review and has delivered, in accordance with the Contract Documents, all maintenance and operating instructions, schedules, guarantees, bonds, certificates or other evidence of insurance, certificates of inspection, and other documents, the District will begin the final payment process. PART 1 - GENERAL 22 11. Time of Completion. a. The Contractor shall complete the Work within the time specified in the Contract, modified by such extensions during the Contract period as are granted in writing by the Director. b. In connection with any requests by the Contractor for extensions of time, the Director will give due consideration to delays in the commencement, prosecution, or completion of the Work due to causes beyond the control and not the fault or negligence of the Contractor, including, but not restricted to, failure of the District to provide rights-of-way except as delineated on the Project Plans and Specifications, acts of God or of the public enemy, acts of the Federal Government or any State or political subdivisions thereof, acts of another contractor in the performance of a Contract with the District, fires, floods, explosions, earthquakes or other catastrophes, epidemics, quarantine restrictions, strikes, freight embargoes, unusually severe weather, changes in unit quantities which greatly affect the production rate of the Contractor as determined by the Director, or delays in the delivery of material when the District has specified the procurement of such material from a particular source; provided that the Contractor shall, in accordance with Part 1 Section C.10, notify the District in writing of the causes of the delay. c. In those instances, or circumstances as set forth in the preceding subparagraphs, the Director will determine the extent of the delay and may grant a commensurate extension of time. An extension of time granted by the District will not release the Sureties on the Contractor’s bonds. Such bonds shall remain in full force and effect according to their terms. SECTION F RESPONSBILITIES OF THE CONTRACTOR. 1. Observance of Laws and Regulations. a. The Contractor shall keep themselves fully informed of all federal, state and municipal laws, ordinances, and regulations which may affect the conduct of the Work, the safety of the public and those engaged or employed, and the materials used; and of all orders and decrees of bodies having jurisdiction or authority over the Work. The Contractor shall observe and comply therewith and shall cause their agents and employees to observe and comply therewith. The Contractor shall be solely responsible for the observance of laws and regulations and shall not rely on the District or its agents in fulfilling this requirement. The Contractor shall protect and indemnify the District and all its officers, agents, and employees against any claim or liability arising from or based on the violation thereof by themselves or their employees, suppliers, or Subcontractors. b. Prevailing Wage and/or Living Wage rates of pay as applicable shall be paid to skilled and unskilled labor employees utilized in the performance of the Contract. PART 1 - GENERAL 23 c. No discrimination shall occur in the selection or employment of labor on account of race, color, religion, national origin, sex, pregnancy, sexual orientation, gender identity, age, physical or mental disability, citizenship, genetic information, veteran status, or any other basis protected by Local, state, or federal law, unrelated to performance of the position. d. When project plans, plats, detailed drawings, or specifications for any part of the Work are required to be submitted to the District, they shall be signed, sealed and stamped in accordance with the provisions of the latest revision of the act providing for the registration of architects, professional engineers, land surveyors, geologists, and landscape architects in the State of Missouri. e. The Contractor shall procure all permits and licenses, pay all charges and fees, and give all notices necessary and incident to the due and lawful prosecution of the Work and submit any such copies to the District prior to the first project payment. The Contractor shall pay all taxes lawfully imposed by any taxing authority on the sale, purchase, and use of any materials or equipment in the Work, except as provided in Part 1 Section G. Paragraph 7. Taxes. f. The Contractor shall keep the District free and harmless from payment of any and all damages, costs, expenses, royalties, patent fees, lawyers’ fees, or sums of money whatsoever by reason of any patent or patented device, article, system, or arrangement that may be used by the Contractor in the execution of the Work. g. The Contractor shall provide and maintain in a neat and sanitary condition such accommodations for the use of its employees as may be necessary to comply with the requirements and regulations of the public health authorities and ordinances, regulations, and requirements of bodies having jurisdiction. The Contractor shall commit no public or private nuisance. h. The Contractor should be alert to the fact that workers may be exposed to Sanitary Wastewater and Industrial Waste during the performance of this Work. Therefore, any workers involved in the removal, renovation, or installation of equipment or materials or other hazards within or near the Sewers, may be exposed to residuals from such wastes. It is the Contractor’s responsibility to urge its personnel to observe hygienic precautions, including tetanus and typhoid inoculations, as required. Applicable inoculations will be made available to all the Contractor’s personnel by the Contractor. Because of the danger of possible noxious gases, solvents, gasoline, or other hazardous material entering the Sewers with the domestic sewage, all of which are prohibited but may occur without the District’s knowledge or permission, various areas may be considered hazardous to open flame, sparks, or unventilated occupancy. The Contractor shall be aware of these dangers and shall take the necessary measures to assure that its personnel observe proper safety precautions. PART 1 - GENERAL 24 i. Contractors, Subcontractor, and suppliers who work and/or make sales in the City or County shall be properly licensed with the applicable agency. 2. Superintendence. The Contractor, or its authorized representative in charge of the Work, shall always be present at the site of the Work while Work is in progress. Any order or communication given to this authorized representative shall be considered to have been delivered to the Contractor. Where the Contractor is comprised of two or more persons, partnerships, or corporations functioning on a joint venture basis, such Contractor shall designate in writing to the District the name of the authorized representative in charge of the Work. 3. Labor Competency. The Contractor shall retain in their employment only competent superintendents, forepersons, mechanics, and laborers. Any person employed on the Work whose behavior is intemperate, incompetent, troublesome, or otherwise undesirable, or who fails or refuses to perform the Work in the manner specified herein, shall be addressed by the Contractor in prompt fashion as to not affect the Work. Failure to adhere to this section may affect the Contractor’s bidding status with the District. 4. Project Site Maintenance. a. The Contractor shall be fully responsible for maintaining completed Work in an acceptable condition and protecting the completed Work until relieved of such responsibility. The Contractor shall be solely responsible for the safety of the public and those engaged or employed during construction until completion of the Work. During construction, the Contractor shall keep the Work site free and clean from all rubbish and debris. The Contractor shall also keep their haul routes outside the Work site free and clean from all rubbish and debris resulting from its operations. b. On completion of the Work and before acceptance and final payment, the Contractor shall remove all surplus and discarded material, rubbish, equipment, debris, and temporary structures from the site, and restore the Work site as required. The Sewers and appurtenant structures shall be clean, free from debris or deposits, and ready for use as required by the Project Plans and Specifications. All costs of such Work shall be considered completely paid for under the Contract pay items. 5. Public Convenience and Safety. The Contractor shall have sole responsibility for public convenience and safety as described in this paragraph. The Contractor shall observe and adhere to the safety requirements of all federal, state, and Local authorities having jurisdiction. During the progress of the Work, the Contractor shall maintain suitable barricades and warning lights or employ such other devices and measures for the safety of the public as required by law and shall take all necessary precautions to prevent PART 1 - GENERAL 25 accidents. The Contractor shall employ flaggers as required by the railroad or other jurisdictional authority. The Contractor shall make suitable and adequate provisions for the convenience and safety of the public and of the residents along the route of construction during working and non-working hours. The Contractor shall give adequate notice in writing to all owners or occupants of property, buildings, structures, or Utilities which may be affected by this Work and which may require protection or adjustment. The Contractor shall not hinder their protective measures but shall exercise due care to protect all property. The Contractor shall not obstruct access to fire hydrants and service valves, nor to operations, and shall cooperate with Utility. 6. Overhead High Voltage Powerlines. In accordance with Missouri’s “Overhead Powerline Safety Act”, the Contractor shall not operate any equipment within a 10-foot radius of any high voltage (600 volts or greater) electric line without first contacting the Local electric Utility and allowing them to provide temporary clearance or other safety precautions. The Contractor shall submit a written plan to the District prior to construction of how they will avoid coming within 10 foot of the power lines. All costs involved with providing temporary clearance or safety precautions by the electric Utility will be at the Contractor’s expense unless the Director authorizes payment. If the District observes the Contractor operating any equipment within the required 10-foot safety radius without the electric cables having been properly protected by the electric Utility, the District shall have the authority to order the Contractor to stop Work until the electric cable is relocated or protected by the electric Utility. The Contractor will not be allowed any additional compensation or time for being so ordered to stop Work. 7. Indemnification. a. The Contractor shall defend, indemnify and save harmless the District, its Trustees and employees, from and against any and all claims (including but not limited to attorneys’ fees) suits, causes of action, judgment or damages on account of any personal injuries or bodily injury, including death or property damage, sustained by the District or sustained or claimed to be sustained by any person or persons, to the extent caused by, to the extent arising out of, or to the extent resulting from, any act or omission of the Contractor or any supplier or Subcontractor, their agents or employees, related to the Work, or due, in whole or part, to any negligent act or omission on the part of the Contractor or any supplier or Subcontractor, their agents or employees. b. This indemnity shall continue not only during the time period in which the Contractor performs the Work but shall continue thereafter for a period of five (5) years after the Acceptance of the Work. c. There shall be no personal liability of the District’s Trustees or its agents or employees for any act performed in the discharge of any duty imposed, or the exercise of any power or authority conferred on them by or within the scope of the Contract. It is understood that in all such matters they act solely as agents and representatives of the District. PART 1 - GENERAL 26 8. Insurance. The Contractor shall carry and maintain adequate public liability and property damage insurance for the joint and several benefit of the Contractor and the District with a company satisfactory to the District. The amounts of coverage required for public liability or property damage shall not be construed to limit the liability of the Contractor in protecting the District from damage or injury claims. If the Director determines that unusual or special risks revealed by the Work so require, the District shall have the right to require the Contractor to increase any or all such insurance policy limits while the Work is in progress, and in such amounts as the Director may determine to be adequate, and without thereby limiting the liability of the Contractor in protecting the District from damage or injury claims. 9. Use of Explosives. The responsibility of the Contractor with respect to the use of explosives includes compliance with all laws, rules and regulations of federal, state, and Local authorities and the insurer governing the keeping, storage, use, manufacture, sale, handling, transportation, or other disposition of explosives. Use of explosives shall be conducted with every precaution by a few trained, reliable persons under satisfactory, experienced supervision. Blasts shall not be fired until all persons in the vicinity have had ample notice and have reached positions out of danger. The Contractor shall be responsible for any and all damage resulting from the use of explosives, and the Contractor shall notify the District in advance when charges are to be set off. The Contractor agrees to save the District, its officers, and employees harmless from any claim growing out of the use of such explosives. 10. Disposal of Materials. When materials are to be disposed of outside the Public Right-of-Way the Contractor shall obtain permission beforehand in writing from the property owner on whose property the disposal is to be made and shall file a copy of such permission with the District. Unless otherwise provided in the Project Plans and Specifications, the Contractor shall make arrangements for disposing of such materials outside the Public Right-of-Way in a manner consistent with the applicable laws governing such disposal. 11. Cooperation Between the Contractor, Utility Owners, and Other Contractors. a. Ordinarily, Utility owners and public agencies responsible for facilities located within the Public Right-of-Way will be required to complete any installation, relocation, repair, or replacement prior to the commencement of Work by the Contractor. However, when this is not feasible or practicable, or the need for such Work was not foreseen, such Utility owners or public agencies shall have the right to enter upon the Public Right-of-Way and upon any structure therein for the purpose of making new installations, changes, or repairs, and the Contractor shall so conduct their operations as to provide the time needed for such Work to be accomplished during the progress of the improvement. PART 1 - GENERAL 27 b. Any difference or conflict which may arise between the Contractor and other contractors who may be performing Work on behalf of the District, or between the Contractor and workers of the District in regard to their Work shall be adjusted as determined by the Director. If the Work of the Contractor is delayed because of any acts or omissions of any other contractor of the District, the Contractor shall on that account have no claim against the District other than for an extension of time. 12. Traffic. The Contractor shall notify the proper authorities at least two working days, or more if required by permit or the Project Plans and Specifications, in advance of starting Work on a traveled street. The Contractor shall comply with the directives of such authorities regarding traffic control. 13. Testing. The cost of all testing required by the Project Plans and Specifications shall be considered incidental to the various pay items involved and no additional compensation will be allowed unless specified otherwise. Copies of all required tests shall be forwarded to the District within seven days of completion. SECTION G MEASUREMENT AND PAYMENT. 1. Measurement of Quantities. a. All materials and items of Work to be paid for on the basis of measurement shall be measured and determined by the Director in accordance with the Project Plans and specifications, or as authorized by the Director. b. Measurements shall be in accordance with United States Standard Measures. c. Work or materials involved in lump sum payments will not be measured but will be paid for in accordance with the details described in the Project Plans and Specifications. When the nature of the lump sum Work is such that the Work cannot be completed within the same month in which the Work is to begin, the Contractor shall submit a progress payment schedule when directed to do so by the Director. No payment for the lump sum Work will be made until a payment schedule acceptable to the District has been submitted. d. Materials normally will be paid for on a volume, area, or unit basis. e. Material paid for by the ton shall be weighed on a certified public scale, and a certified copy of the weight ticket shall be furnished to the District as evidence of the delivered weight of the material. PART 1 - GENERAL 28 f. Trucks used to haul material being paid for by weight shall be weighed empty at such times as the Director directs. Each truck shall bear a plainly legible identification mark. g. Full compensation for all expense involved in conforming to the above requirements for measuring and weighing materials shall be considered as included in the unit price paid for the material being measured or weighed, and no additional allowance will be made, therefore. 2. Limitation on Pay Quantities. Quantities of materials wasted or disposed of in a manner not called for under the Contract, including rejected loads of material not unloaded from vehicles, material rejected after it has been placed, material placed outside the pay lines, and material remaining on hand after completion of the Work, will not be paid for and will not be included in the final pay quantities. Any variance in the number of actual bid units from the estimated number of units shall not constitute a changed or unforeseen condition although a time extension will be considered. No compensation will be allowed for disposing of rejected or excess material. 3. Scope of Payment. The Contractor shall accept the compensation as herein provided as full payment for furnishing all materials, labor, profit, overhead, bonds, insurance, services, supervision, tools and equipment necessary to complete the Work; and for performing all Work contemplated and embraced under the Contract; and for loss or damage arising from the nature of the Work or from the action of the elements, except as hereinbefore provided; or from any unforeseen difficulties which may be encountered during the prosecution of the Work until acceptance by the Director; and for all risks of every description connected with the prosecution of the Work; and for all expenses incurred in consequence of the suspension of discontinuance of the Work as herein specified; and for completing the Work according to the Project Plans and Specifications. The payment of any estimate or any retained percentage shall not relieve the Contractor of any obligation to replace or to make good any defective Work or materials. 4. Payment for Changes and Extra Work. a. When extra items, for which no provision has been made under the Contract, are ordered by the Director, payment will be made in accordance with bid prices for the given items. In the absence of a bid price for a given item of Work not provided for nor fairly included in bid prices for other items, a written agreement may be made between the District and the Contractor to be included in the Change Order for such extra items. If the District and the Contractor are unable to reach an agreement, the Director may order the Contractor to proceed with the extra items by force account in accordance with the following sections. b. Whenever the Contractor and the District are unable to agree on prices for the extra Work, and the Director orders the Contractor to proceed with the Work by force account, the Work will be paid PART 1 - GENERAL 29 for in the manner hereinafter described and the compensation thus provided shall constitute full payment for said Work. c. For all materials purchased by the Contractor and used in this specific Work, the Contractor will be paid the actual cost of such materials and freight and delivery charges as shown by original receipted bills; to which will be added an amount equal to 15% of the sum thereof. The total amount so paid will be full compensation for all costs of materials, whether direct or indirect. If necessary, to facilitate the progress of the Work, the District reserves the right to furnish and deliver the materials to the Contractor at the site. No percentage will be paid to the Contractor on any material furnished by the District. d. Wage rates used in determining the amount of the payment will be the actual wage rates paid by the Contractor, except that no rate used shall exceed the rate of comparable labor currently employed on the project. e. The Contractor will be paid the cost of wages for all labor required in the specific operation plus the actual cost chargeable to the force account Work for worker’s compensation insurance, social security taxes, unemployment compensation insurance, and such additional amounts as are paid by the Contractor by reason of an employment contract generally applicable to their employees, to which total sum will be added an amount equal to 35% of the wages and other costs listed above. The cost of any Work subcontracted by the Contractor will be added an amount not to exceed 10% of the cost as submitted by the Subcontractor. f. Payment will be made for the services of the foreperson in direct charge of the specific operation excluding small tools, consumables, and worker safety equipment. Payment for the services of superintendents, timekeepers, or other overhead personnel will not be made nor will payment for the services of the watchperson be made unless required specifically for the force account Work. The actual function performed by an employee rather than their payroll title will be the criterion used in determining the eligibility of an employee’s services for payment under this provision. g. The types and amount of equipment and machinery used by the Contractor in carrying out the Work under the force account order shall be in keeping with normal practice for work of a similar nature, except that the District may, at its discretion, limit by specific instruction the types and amounts of equipment to be used. For equipment and machinery rented from rental suppliers and used by the Contractor in carrying out the Work under the force account, the Contractor will be paid the actual cost of such rentals as shown by original receipted bills, plus hourly Blue Book operating costs. To these amounts no percentage will be added. h. In computing the hourly rental of such equipment, less than 30 minutes shall be considered one-half hour, except that the minimum rental time to be paid shall be one hour. Rental time will not be allowed while equipment is inoperative due to breakdowns. The PART 1 - GENERAL 30 rental time of equipment to be paid for shall be of the time the equipment is in operation on the force account Work being performed, and in addition, shall include the time required to move the equipment to the Work and return it to its original location. When approved in advance by the Director, towing or transporting costs will be allowed when the equipment is moved by means other than its own power. No payment will be allowed for the use of small tools and minor items of equipment which, as used herein, are defined as individual tools or pieces of equipment having a replacement value of $1,000.00 each or less. Equipment rental may be based on Rental Rate Blue Book monthly rates pro- rated to the applicable hour, day, or week. In lieu thereof, equipment rental may be based on the Contractor’s actual equipment costs as verified by a certified public accountant. The total payment for the use of any Contractor-owned equipment shall not exceed 75% of the current purchase price of a comparable piece of equipment, except for fuel and maintenance costs. 1. For a company vehicle, The District will pay for one truck at operating rate for an 8-hour shift. The District will not pay for additional company vehicles used as crew transports. 2. Standby rate is to be used when a piece of equipment is on site, used intermittently and remains available but not needed for that day. 3. Idling rate is to be used when extreme temperatures are being experienced which would necessitate the equipment idle in the event it is needed. i. The Contractor will be reimbursed for all additional bond and insurance premiums which are required and expended because of the force account Work. No percentage will be added to this reimbursement. j. The Contractor and Director shall compare records of the Work performed on a force account basis at the end of each day. These records shall be prepared in triplicate by the Contractor and shall be signed by both parties, one copy being retained by the Contractor and one copy forwarded to the District. k. In evidence of the costs of labor, equipment, and materials for which payment is to be made under the force account order, the Contractor shall provide the District a certified statement of wages actually paid together with copies of supporting payrolls, of equipment rental charges, and of bills for materials. l. Payment for force account Work will be included in monthly progress payments. District emergency projects that are to be paid for entirely by the force account method will be constructed and paid for under provisions set forth in the District’s “The Method and Procedures of Payment for Emergency Work.” The project will then be constructed and paid for in accordance to said directive in lieu of Section G, 4c and 4e of this Part 1. PART 1 - GENERAL 31 5. Materials and Labor Bills. Before final payment is made to the Contractor, the Contractor shall certify in writing to the District that all bills for materials, services, labor and equipment have been paid, and shall submit waivers from Subcontractors and suppliers for unpaid amounts due them. 6. Payment on Cash Contracts. a. During the progress of the Work, the District shall prepare a pay application that will be submitted to the Contractor for review within ten days after the first of each month. The pay application shall be based on the District’s estimated quantity of completed Work in place, unit bid prices, and any applicable Change Orders. Upon agreement on the Work completed, the Contractor shall execute the pay application and return it to the District for authorization and payment. The cost of critical materials and equipment received by the Contractor with approval of the Director, of materials procured in substantial quantities and major items of equipment received and not scheduled to be incorporated in the construction within thirty days from the date of the invoice, and of all other materials and equipment actually incorporated in the construction shall be considered as Work done or accomplished for the purpose of invoicing or making monthly payments. The Contractor is responsible for all equipment and materials so paid for in advance before their incorporation in the Work. From the amount so determined shall be deducted five percent of such amount and all sums previously paid or properly retained under the Contract, and the remainder certified for payment on account to the Contractor. If the Director finds that satisfactory progress is being made in the Work, the Director may, at his/her discretion, reduce the amount to be retained to conform with the following schedule of retention rates: RANGE OF CONTRACT RETENTION RATE For first $1,000,000 of Contract amount 5% For all amounts in excess of $1,000,000 2½% b. The total amount retained equals the sum of the amounts retained within each range. c. When all the Work provided for under the Contract is completed in conformance with the Contract Documents and the project has been accepted, a final cost estimate based on a final measurement survey shall be made. The retainage shall be certified as any appropriate charges, and deductions will be made and the amount due to the Contractor, and on approval by the Director and on certification by the Contractor that all bills for materials, services, labor, equipment, and other items due or chargeable under the Contract have been paid or waivers obtained, payments shall be made to the Contractor who shall give a release from all claims arising from the Contract. PART 1 - GENERAL 32 d. After construction has begun, the first monthly payment to the Contractor will include an amount for starting the project. This lump sum amount will be paid for under Pay Item Mobilization. e. The Contractor shall utilize a portion of the “Mobilization” payment amount to make an “Advance Payment” to all Subcontractors in the category of “Material/Supplies including Labor or Installation” and/or “Service Provider/Installer” as listed on MSD Form A of the Bid Proposal, and as confirmed by the District. This Advance Payment amount represents a forward payment to the Subcontractor in anticipation of starting the Work and does not increase the total amount earned by or paid to each Subcontractor. The administration and distribution of the Subcontractor Advance Payment amounts shall be as follows: 1. Subcontractors in the category of “Material/Supplies including Labor or Installation” and/or “Service Provider/Installer” as listed on MSD Form A of the Bid Proposal shall be eligible for receipt of the Advance Payment prior to mobilization to the project site. This payment amount shall be subject to the withholding of retainage. 2. Following Notice of Award, the agreed upon Advance Payment amount shall be stated in the MBE/WBE Subcontractor/Vendor Verification Form. The stated amount for each Subcontractor shall not exceed 5% of the Subcontractor utilization amount as stated in the Bid Proposal. 3. The Contractor shall make the Advance Payment to the Subcontractor at least five (5) business days prior to the Subcontractor’s scheduled mobilization date. 4. As the Subcontractor Work progresses, the Advance Payment amount shall be deducted from the Subcontractor’s first regularly scheduled invoice(s). 5. Mobilization does not include any de-mobilization and re- mobilization should the work be delayed for reasons not caused by the Contractor. De-mobilization and re- mobilization, at the request of the District, will be negotiated at the time of the event. This negotiated cost will be based on actual costs and applicable markups. 7. Taxes. In accordance to Section 144.030 of the Missouri State Statutes, the District will not pay Missouri State Sales Tax on material, machinery, equipment, appliances, and devices used solely for the purpose of preventing, abating, or monitoring water pollution. Missouri State Statutes, Section 144.062, allows for a Sales Tax Exemption to Contractors constructing, repairing, or remodeling facilities or purchasing personal property and materials to be incorporated into and consumed in the construction of projects for a tax exempt entity, such as the District. PART 2 - MATERIALS 33 PART 2 MATERIALS OF CONSTRUCTION SECTION A INTRODUCTION. This article sets forth requirements governing the quality of the various materials specified for use in the construction. Whenever in these specifications reference is made to the requirement of the ASTM (American Society for Testing and Materials), AWWA (American Water Works Association), ANSI (American National Standards Institute), AASHTO (American Association of State Highway and Transportation Officials), or other specified standard specifications, the current revision thereof shall be used. SECTION B CONTROL OF MATERIALS. 1. Acceptance. All materials shall be the best of their respective kinds, subject to sampling, testing, and approval or rejection by the Director. Unless otherwise specified, all materials incorporated into the Work shall be new and unused in previous construction. 2. Sources of Supply. The Contractor shall furnish to the District prior to starting Work a complete list of the sources from which the Contractor proposed to obtain materials, and shall notify the District prior to any change in the source of such materials. 3. Sampling, Inspection and Testing. a. The Contractor shall be responsible for the sampling, inspection, and/or testing of all materials to be used in the Work in accordance with the current standard methods of testing of the ASTM, AWWA, ANSI, AASHTO, or other Specified Standard Specifications. The cost of all testing is the responsibility of the Contractor. The Contractor shall, upon request from the District, furnish the District with an electronic copy of certified reports from a reputable testing laboratory showing the results of the test carried out on representative samples of materials delivered and to be used in this project. b. The District reserves the right to inspect materials to verify the conformance with Shop Drawings. 4. Storage of Materials. The Contractor shall provide such storage facilities and exercise such measures as will ensure the preservation of the specified quality and fitness of materials and equipment to be incorporated in the Work. PART 2 - MATERIALS 34 5. Rejected Materials. Materials and equipment not conforming to the Specifications, whether in place or not, may be rejected. Rejected materials shall be removed from the site of the Work. On failure of the Contractor to remove and replace rejected material, the Director shall have authority to do so and to deduct the cost thereof from any moneys due or to become due to the Contractor. The payment of any estimate or of any retained percentage shall not relieve the Contractor of any obligation to replace and make good any rejected material. SECTION C CONCRETE. 1. Portland Cement. It shall conform to the requirements of Specifications for p ortland cement, ASTM C150. Type II cement shall be used unless otherwise specified. 2. Air-Entraining Admixtures for Concrete. They shall conform to the requirements of the Specifications for Air- Entraining Admixtures for Concrete, ASTM C260. 3. Aggregates for Concrete. a. They shall conform to the requirements of Specifications for Concrete Aggregates, ASTM C33, except as further specified herein. b. Natural sand shall consist of clean, hard, durable, uncoated grains. Mississippi and Missouri River sands or other sands containing lignite are not acceptable for exposed Concrete. Gravel shall be washed, hard, strong, durable pieces free from thin, porous, elongated, or laminated particles. Crushed limestone for coarse aggregate shall consist of uncoated particles of sound, durable rock of uniform quality, without an excess of flat, elongated, or laminated pieces. No surface, yellow, or soft stone shall be permitted. The specific gravity of the stone shall be not less than 2.56. 4. Water. When used with cement in mortar or Concrete or for curing of Concrete or for testing of structures for watertightness, the water shall be potable. 5. Metal Reinforcement in Concrete. a. Reinforcing bars shall conform to the requirements of the Specifications for Rail-Steel and Axle-Steel Bars for Concrete Reinforcement, ASTM A615 or A996. b. Welded wire fabric or cold-drawn wire for concrete reinforcement shall conform to the requirements of the Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and PART 2 - MATERIALS 35 Deformed for Concrete, A1064, or the specifications for Steel Welded Wire Reinforcement plain for Concrete, ASTM A185. c. Certified mill tests shall be furnished for all reinforcing steel, as required by the Project Plans and Specifications. SECTION D STEEL AND CASTINGS. 1. Structural Steel. It shall conform to the requirements of the Specifications for General Requirements for Rolled Structural Steel bars, plates, shapes, and sheet piling, ASTM A6. The grades to be used will be specified in the Project Plans and Specifications. 2. Steel Castings. They shall conform to the requirements of the Specifications for Steel Castings, Carbon, for General Application, ASTM A27. The grades to be used will be specified in the Project Plans and Specifications. 3. Gray Iron Castings. a. They shall conform to the requirements of the Specifications for Gray Iron Castings, ASTM A48. All castings shall be clean and free of scale, adhesions, or inclusions. b. Gray Iron Castings for manhole or inlet frames and covers or gratings shall be fabricated of Class 30B cast iron. Bearing surfaces between manhole or inlet frames and covers or gratings shall be such that the cover or grating shall seat in any position onto the frame without rocking. Bearing surfaces for standard manhole frames and covers shall be machined. 4. Ductile Iron Castings. a. They shall conform to the requirements of Ductile Iron Castings, ASTM A536. All castings shall be clean and free of scale, adhesions, or inclusions. b. Ductile Iron Castings for manhole or inlet frames and covers or gratings shall be fabricated of Grade 80-55-06 ductile iron, unless otherwise specified. Bearing surfaces between the manhole or inlet frames and covers or gratings shall be such that the cover or grating shall seat in any position onto the frame without rocking. Bearing surfaces for standard manholes and frames and covers shall be machined. 5. Watertight Type Castings. a. Manhole Cover Seals 1. Material- The cover gaskets furnished shall be molded from a high-quality rubber compound such as Nitrile, EPDM, or a blend thereof. The rubber product shall have a minimum tensile strength of 2000 psi with a hardness (durometer) of 60 + 5. PART 2 - MATERIALS 36 2. Gasket- It shall have a minimum thickness of 3.32 inches and a splice used in fabrication shall have the strength such that it will withstand a 180-degree bend without visible separation. b. Manhole Frame Seals 1. Material - Internal – The sleeves and extensions shall have a minimum thickness of 3/16 inches and shall be extruded or molded from a high grade rubber compound conforming to the applicable requirements of ASTM C923, with a minimum 1500 psi tensile strength, maximum 18% compression set and a hardness (durometer) of 48 + 5. The bands for compressing the sleeve against the manhole shall be fabricated from 16- gauge stainless steel conforming to ASTM A420 Type 304, any screws, bolts, or nuts used to secure this band shall be stainless steel conforming to ASTM F593 and 594, Type 304. The sleeve shall be either double or triple pleated with a minimum unexpanded vertical height of 8-inches or 10-inches respectively and be capable of vertical expansion of not less than 2-inches when installed. 2. Material – External – The sleeves and extensions shall have a minimum thickness of 2.5 mm with a length sufficient to envelope the frame, adjustment rings and manhole cone. The material shall be a cross-linked high-density polyethylene membrane complete with mastic; peel strength shall be a minimum of 11 lbs per inch per ASTM D-1000. Tensile strength shall be 3,300 psi per ASTM D-638. If heat shrink system, the sleeve shall incorporate permanent heat indicators to assure proper heating. External systems shall have an approved marker inside the manhole to indicate the presence of an external seal. c. Watertight type castings for use in Sewer systems that at times will operate under a pressurized condition shall be as specified by the design engineer, and as approved by the District. These materials will typically be anchored into a monolithic structure and must be able to withstand the design pressure. SECTION E BRICK. 1. Sewer Brick. a. All brick shall conform to the Specifications for Sewer Brick (solid masonry units made from clay or shale) and shall conform to the requirements of ASTM C32 for Grade SM. Brick compressive strength, absorption, and saturation testing shall be performed in compliance with ASTM C657. Sewer Brick shall have a minimum compressive strength of 3,750 psi for individual brick and 5,000 psi for an average of 5 bricks. Maximum absorption, determined by 5-hour boil, shall be 15.0% for individual brick and 12.0% for an average of 5 bricks. Bricks shall conform to the following dimensions: PART 2 - MATERIALS 37 SEWER BRICK DEPTH (Inches) WIDTH (Inches) LENGTH (Inches) Standard Size 2¼ 3¾ 8 Allowable Variation ±¼ ±1/4 ±½ b. All brick shall be new and whole, of uniform standard size and with substantially straight and parallel edges and square corners. Bricks shall be of compact textures, burned hard entirely through, tough, and strong, free from injurious cracks and flaws, and shall have a clear ring when struck together. No soft or salmon brick shall be used in any part of the Work. Brick shall be culled after delivery and no culls shall be used. c. The Contractor may be required to furnish the District with at least five bricks which meet ASTM C32 or certification from the manufacturer, at least one week before any bricks are delivered for use. All brick shall be of the same quality as the accepted samples. 2. Building Brick. It shall conform to the requirements of the Specifications for Building Brick (Solid Masonry Units Made from Clay or Shale), ASTM C62, Grade MW, with dimensions as required in the Project Plans and Specifications. 3. Facing Brick. It shall conform to the requirements of the Specifications for Facing Brick (Solid Masonry Units Made from Clay or Shale), ASTM C216, Grade MW, Type FBS, with dimensions as required in the Project Plans and Specifications. SECTION F PRECAST MANHOLES. 1. Reinforced Concrete Manholes. Precast reinforced Concrete manholes shall conform to the standard specifications for precast reinforced Concrete manhole sections, ASTM C478 and the approved Standard Details of Sewer Construction. The portland cement used shall be Type II. 2. Manhole Cones. Manhole cones shall be concentric and base sections shall have the base riser section integral with the floor. 3. Manhole Steps. Manhole steps shall be cast into the full depth of the wall section or installed by an approved alternate method. 4. Connections. Connections for inlet and outlet pipes shall be of an approved patented compression type connection. PART 2 - MATERIALS 38 5. Riser Sections. The minimum inside diameter for inside drop manholes and all Sanitary and Storm Sewers is 48”. 6. Grade Adjustment Rings. Precast Reinforced Concrete (PRC), High Density Polyethylene (HDPE) and Expanded Polypropylene (EPP) grade rings are allowable grade ring materials, where accepted by local authorities and approved by the engineer. The rings shall have minimum dimensions of 26.5” opening, 3” height, and 8” width. Brick may be used where these minimum dimensions cannot be held. No more than one grade ring shall be used per adjustment unless the total height of adjustment is (6”) or greater; then a maximum of two will be allowed as long as the total adjustment does not exceed a maximum dimension of 18” from top of cone to top of frame. No metal adjustment rings are allowed for new construction. 7. Overlay Adjustment Rings. The use of metal adjusting rings will be allowed to adjust existing structures under pavement to grade or to the overlay grade. The rings shall be two pieces. A maximum of one ring will be allowed. The maximum adjustment is 4 inches. Rings must be approved by the District prior to use. 8. Waterproofing. a. Damp-proofing. All sanitary and combined manholes not subject to hydrostatic pressure shall be damp proofed on the external surface of the structure. Materials to be used in damp-proofing shall be as specified in Part 2, Materials, Section R, Damp-proofing and Waterproofing Materials. b. Waterproofing. Sanitary or combined manholes subject to hydrostatic pressure shall be waterproofed on the exterior surface of the structure. Materials to be used in waterproofing shall be as specified in Part 2, Materials, Section R, Damp-proofing and Waterproofing Materials. SECTION G PIPE. 1. Sanitary and Combined Sewer Pipe. For projects where it is intended to dedicate the Sewers to the District for maintenance, or unless otherwise indicated on the Project Plans and Specifications, the following types of pipe may be used for S anitary and Combined Sewers: a. Vitrified clay pipe (VCP) b. Reinforced Concrete pipe with type “B” joint, for Sewers - 30 inch and larger (RCP) c. Polyvinyl chloride pipe (PVC) d. Composite Sewer pipe (ABS and PVC) PART 2 - MATERIALS 39 e. Fiberglass pipe (RPM) f. Corrugated Polypropylene Pipe (PP) Sanitary and Combined Sewers – 12 inch - 60 inch 2. Storm Water Sewer Pipe. For projects where it is intended to dedicate the Sewers to the District for maintenance, or unless otherwise indicated on the Project Plans and Specifications, the following types of pipe may be used for Storm Water Sewers: a. Vitrified clay pipe (VCP) – 12 inch and larger b. Reinforced Concrete pipe (RCP) – 12 inch and larger c. Polyvinyl chloride pipe (PVC) – 12 inch and larger d. Fiberglass pipe (RPM) – 12 inch and larger e. Corrugated Polypropylene Pipe (PP) Storm Sewers – 12 inch - 60 inch f. Composite Sewer pipe (ABS and PVC) – 12 inch - 24 inch 3. Clay Pipe and Fittings. They shall be of the best quality of hard-burned vitrified clay pipe, meeting the latest requirements of the Standard Specifications for Clay Pipe, Extra-Strength ASTM C700. Extra strength pipe shall be used. 4. Reinforced Concrete Pipe. a. It shall be precast and shall conform to the requirements of the Specifications for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe, ASTM C76 (Storm Only) or C655 (Storm Only) or C361,with shell thickness designated “Wall B or C” and with Circular Reinforcement in Circular Pipe or to the requirements of Reinforced Concrete Elliptical Culvert Storm Drain and Sewer Pipe ASTM C507(Storm Only), or ASTM C361. Strength class or classes shall be Class III or as required by the Project Plans and Specifications. The interior surfaces of the pipe shall be a smooth true cylindrical surface free from undulations or corrugations. No lifting holes will be allowed for Sanitary and Combined Sewers. Lifting holes when allowed for storm pipe, shall be cast in the wall of the pipe to receive a pre-cast truncated conical Concrete plug of such sizes as will allow 1/8 inch cementing material on the sides of the joining surfaces of the plug and will fill at least 50% of the lifting hole depth. Coal and lignite shall have a maximum of 0.25 percent by weight of the fine aggregates. Cement shall meet all the requirements of the Specifications for portland cement, ASTM C150, Type II. Cut pipe for curved alignments shall be of uniform cut and length along the same curve, and otherwise meet the same requirements as for straight pipe. PART 2 - MATERIALS 40 b. The shape, dimensions, and tolerance of the bell and spigot or tongue and groove ends of the pipe shall meet all requirements of the Specifications for joints for Concrete pipe, ASTM C443 (Storm Only) or ASTM C361, and be subject to the approval of the Director. c. All Reinforced Concrete Pipe (RCP) allowed by the District shall be manufactured in accordance with American Concrete Pipe Association (ACPA) QCAST certification requirements or National Precast Concrete Association (NPCA) “NPCA Quality Control Manual,” including compliance with QCM-001, Chapter 6, Revision 4 dated 06- 01-17. RCP manufacturers shall demonstrate that the RCP is in full compliance with one of the certification requirements above, unless otherwise approved by the Director. 5. Ductile Iron Pipe. a. Ductile iron pipe shall conform to the requirements of American National Standard Specifications for Ductile Iron Pipe Centrifugally Cast In Metal Molds or Sand lined Molds for Water and Other Liquids, ANSI A21.51 (AWWA C151) with the thickness class given by the Project Plans and Specifications. b. Approved, restrained gasketed slip-type joints shall be used on the ductile iron pipe unless otherwise noted in the Project Plans and Specifications. c. Fitting shall conform to the Specifications for Cast Iron Fittings, 2 inch through 48 inches, for water or other liquid, ANSI A21.10 (AWWA C 110). d. The minimum thickness class shall be class 52 unless otherwise designated on the Project Plans and Specifications. e. The pipe shall be encased in black polyethylene meeting the requirements specified in ANSI/AWWA A21.5/C105, “Polyethylene Encasement for Ductile Iron Piping for Water and Other Liquids.” f. The pipe shall be lined with PROTECTO 401 Ceramic Epoxy as manufactured by Induron Protective Coatings or approved equal. The ceramic epoxy shall be applied to the inside surface of the pipe in accordance with the manufacturer’s Specification for lining ductile iron pipe. 6. Polyvinyl Chloride Pipe. a. It shall conform to the requirements of ASTM D3034 Standard Specifications for the PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR35 and Polyvinyl Chloride (PVC) Large Diameter Plastic Gravity Sewer Pipe and Fittings, ASTM F679. PVC pipe conforming to ASTM F794 “Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter” open profile (OP) only and to ASTM F1803 “Closed Profile Gravity Pipe and Fittings Based on Controlled Inside Diameter” also ASTM F-949 “Standard Specification for poly (vinyl chloride) (PVC) corrugated Sewer pipes with smooth interior and fittings” will be allowed. All pipes shall be Series 46 with a minimum waterway wall of 0.095”. Fittings for PVC pipe shall be of the PART 2 - MATERIALS 41 same material and strength requirements as the Sewer, as well as monolithic in construction, unless approved by the Engineer. Care shall be taken to assure that no PVC pipe be installed to remain exposed to sunlight or any other conditions that may allow it to deteriorate. b. Initial Backfill shall be a minimum of 6 inches above the top of pipe as shown in the Standard Details of Sewer Construction. 7. Composite Sewer Pipe. It shall conform to the requirements of ASTM D2680 Standard Specification for Acrylonitrile-Butadiene-Styrene (ABS) and Polyvinyl Chloride (PVC) Composite Sewer Piping. 8. Force Main Pipe. a. For Polyvinyl Chloride (PVC) It shall conform to the requirements of AWWA C900 for Polyvinyl Chloride (PVC) Pressure Pipe, or AWWA C909 for Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe 4-inch through 12-inch, or AWWA C905 for 14-inch through 48-inch, with approved joint. Pipe sizes 3-inch or less shall conform to ASTM D2241 (SDR21) with integral bell and gasket joint design meeting the requirements of ASTM D3139 and F477. The minimum pressure class shall be PC 150 unless otherwise designated on the Project Plans and Specifications. b. For High Density Polyethylene (HDPE) It shall conform to AWWA C-906 for pipe and fittings 4 inch – 63 inches, or for less than 3 inches in diameter AWWA C-901. Unless otherwise designated on the Project Plans and Specifications the minimum working pressure rating shall be 150 psi. c. For Ductile Iron It shall conform to the requirements Ductile iron pipe Class 52 ANSI A-21.51 (AWWA C-151). Push-on and mechanical joints shall conform to AWWA C111 (ANSI A21.11). Provide gasket composition suitable for exposure to sanitary sewage. Flanged joints shall conform to AWWA C115 (ANSI A21.15). Component flanges shall be rated for a working pressure of 250 psi or greater. Fittings shall be Ductile Iron and manufactured in accordance with AWWA C110 C153 Class 250. All ductile iron pipe, joints, and fittings shall be lined with Protecto 401TM in accordance with Specifications provided by Protecto 401 Ceramic Epoxy Company. All pipe intended for below grade installation shall have the exterior coated with a bituminous material as specified in AWWA C151, approximately one (1) mil thick. All buried pipe and appurtenances (fittings, valves, etc.) shall be encased with a black polyethylene encasement in accordance with AWWA C105 (ANSI A21.5). All pipe intended for above grade installation shall be painted according to project technical specifications. PART 2 - MATERIALS 42 d. For Fiberglass 1. Pipe for Force Main applications shall conform to the requirements of ASTM D3754 for “Fiberglass” (Glass-Fiber- Reinforced Thermosetting-Resin) Sewer and Industrial and in accordance with AWWA C950 Fiberglass Pressure Pipe.” 2. Fiberglass Pipe design shall conform to AWWA M45 Fiberglass Pipe Design for the size and class proposed. The minimum pipe stiffness shall be class PS46 (psi) for pipe diameters < 60-inch and class PS72 (psi) for pipe diameters 60- inch and greater when tested in accordance with ASTM D2412. 3. Fittings for Force Main installations shall conform to ASTM D5685. 4. Pipe for Force Main installations shall be installed in accordance with AWWA M45. 9. Cured-In-Place Pipe (CIPP). It shall conform to the requirements of ASTM F1216 “Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin Impregnated Tube” or F1743 “Rehabilitation of Existing Pipelines and Conduits by Pulled in Place Installation of Cured- In-Place Thermosetting Resin Pipe (CIPP).” The design thickness shall be as approved by the Director. 10. Fiberglass Pipe. a. Pipe for gravity Sewer application shall conform to the requirements of ASTM D3262 for “Fiberglass” (Glass-Fiber- Reinforced Thermosetting-Resin) Sewer Pipe. b. Fiberglass Pipe design shall conform to AWWA M45 Fiberglass Pipe Design for the size and class proposed. The minimum pipe stiffness shall be class PS46 (psi) for pipe diameters < 60-inch and class PS72 (psi) for pipe diameters 60-inch and greater when tested in accordance with ASTM D2412. c. Fittings for gravity Sewer installations shall conform to ASTM D3840. d. Pipe for gravity Sewer installations shall be installed in accordance with AWWA M45. 11. Other Types of Pipe. The Director may consider for approval, a written request by the Contractor to use other types of pipe. Special Bedding requirements may be required if other types of pipe are approved. 12. Corrugated Polypropylene Pipe. a. For use in Sanitary and Combined Sewers 12 to 60 inches in diameter it shall conform to the requirements of ASTM F2764 “Standard PART 2 - MATERIALS 43 Specification for 6 to 60 in. Polypropylene (PP) Corrugated Double and Triple Wall Pipe and Fittings for Non- Pressure Sanitary Sewer Applications.” Pipe shall have a minimum stiffness of 46 psi when tested in accordance with ASTM D2412. b. For use in Storm Sewers 12 to 30 inches in diameter it shall conform to the requirements of ASTM F2881 “Standard Specification for 12 to 60 in. Polypropylene (PP) Dual Wall Pipe and Fittings for Non-Pressure Storm Sewer Applications;” or ASTM F2764 “Standard Specification for 6 to 60 in. Polypropylene (PP) Corrugated Double and Triple Wall Pipe Fittings for Non-Pressure Sanitary Sewer Applications;” or for use in Storm Sewers 36 to 60 inches in diameter it shall conform to the requirements of ASTM F2764 “Standard Specification for 6 to 60 in. Polypropylene (PP) Corrugated Double and Triple Wall Pipe Fittings for Non-Pressure Sanitary Sewer Applications.” Pipe shall have a minimum stiffness of 46 psi when tested in accordance with ASTM D2412. c. Initial Backfill shall be a minimum of 6 inches above the top of pipe as shown in the Standard Details of Sewer Construction. 13. Pipe for Pipe Bursting. a. Fusible Polyvinyl Chloride (FPVC). All fusible polyvinyl chloride (FPVC) piping shall be made from a PVC compound conforming to cell classification 12454 per ASTM D1784. It shall dimensionally conform to ASTM D3034. The standard outside diameter shall conform to the iron pipe size (IPS) or ductile iron pipe size (DIPS) system. b. Restrained-Joint Polyvinyl Chloride (PVC) Pipe. Restrained-joint PVC piping shall be made from a PVC compound conforming to cell classification 12454 per ASTM D1784. It shall dimensionally conform to ASTM D2241. c. Polyethylene (PE) Pipe. Polyethylene plastic pipe shall be high density polyethylene pipe (HDPE) and shall meet the applicable requirements of ASTM F714 “Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter”, and ASTM D3350. The standard outside diameter shall conform to the iron pipe size (IPS) OR ductile iron pipe (DIPS) system. The interior color shall be white, light gray or other color approved by the Director for television inspection. SECTION H JOINTS. 1. Joint Selection. a. The type of joint or jointing material to be used shall be compatible with the specified pipe material as follows: PART 2 - MATERIALS 44 SANITARY AND COMBINED SEWERS Type Joint Vitrified Clay Pipe (VCP) C Reinforced Concrete (RCP) – Larger than 27 inches B Polyvinyl Chloride (PVC) D Composite Sewer Pipe (ABS and PVC) E and D Fiberglass Pipe (RPM) F Corrugated Polypropylene (PP) D STORM WATER SEWERS Type Joint Vitrified Clay Pipe (VCP) – 12 inch and larger C Reinforced Concrete (RCP) – 12 inch and larger A or B Polyvinyl Chloride (PVC) D Composite Sewer Pipe (ABS and PVC) E and D Fiberglass Pipe (RPM) F Corrugated Polypropylene Pipe (PP) D b. The Contractor shall provide test results and/or certification from the manufacturer of the specified pipe and joint to ensure that the specified type, design, material, and resiliency meet the approved Project Plans and Specifications. This shall be submitted to the Director for review and approval before it may be used. c. All pipes shall be so handled and stored that the jointing parts and the jointing materials will not deteriorate or be damaged. No joint shall be made under water. The bell, socket, or groove, and the spigot or tongue shall be clean and dry before preparing the joint for laying, and the prepared joint shall be kept clean and dry before and during laying and jointing the pipe. In cold weather, suitable measures must be taken to attain proper adhesion and workability of the jointing material and to ensure a satisfactory joint. All Work shall be done in an approved manner by skilled workers so that the completed Sewer shall have a continuous smooth uniform invert and interior surface. Care shall be used during laying and jointing of a pipe to avoid disturbing or damaging previously laid pipes and joints. 2. Type A Joints. When used with Concrete pipes, they shall be approved compression-type joints and shall conform to the requirements of the Specifications for joints for Circular Concrete Sewer and Culvert Pipe, using Flexible, Watertight, Rubber-type Gaskets ASTM C361. Band-type gaskets depending entirely on cement for adhesion and resistance to displacement during jointing shall not be used. 3. Type B Joints. When used with Concrete pipes, they shall be approved compression-type joints and shall conform to the requirements of the Specifications for joints for Circular Concrete Sewer and Culvert Pipe, using Flexible, PART 2 - MATERIALS 45 Watertight, Rubber-type Gaskets ASTM C361 with a 25-foot head. Band- type gaskets depending entirely on cement for adhesion and resistance to displacement during jointing shall not be used. a. When used with Concrete pipes, they shall be approved compression- type joints and shall conform to the requirements of the Standard Specifications for Reinforced Concrete Low-Head Pressure Pipe ASTM C361 with 25-foot head. b. For pipes 48 inches in diameter and smaller, all gaskets shall be confined in an annular space formed by shoulders on the bell and spigot or in a groove in the spigot of the pipe so that movement of the pipe or hydrostatic or hydrodynamic pressure cannot displace the gasket. c. For pipes larger than 48 inches in diameter, all gaskets shall be confined in a groove in the spigot of the pipe so that movement of the pipe or hydrostatic or hydrodynamic pressure cannot displace the gasket. d. When the joint is assembled, the gasket shall be compressed to form a watertight seal. e. Single offset joints without shoulders on the bell and spigot will not be allowed for Sanitary Sewers. f. For Sewers constructed in designated flood plains, in areas with high groundwater, in areas with unsuitable Subgrade, or as directed, the pipe joint shall have an external wrapped full perimeter seal. These seals shall conform to ASTM C877 Standard Specification for External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections. Band-type gaskets depending entirely on cement for adhesion and resistance to displacement during jointing will not be used. 4. Type C Joints. When used with vitrified clay pipes, they shall be approved factory- molded compression type joints using resilient materials. They shall conform to the requirements of the Specification for Vitrified Clay Pipe joints using materials having Resilient Properties, ASTM C425. 5. Type D Joints. When used with PVC, HDPE, and PP pipes, they shall be elastomeric gasket joints providing a watertight seal. They shall conform to the requirements of the Specification for joints for Drain and Sewer Plastic Pipes and Fittings Using Flexible Elastomeric Seals, ASTM D3212. Type D Joints shall also apply to all PP pipes. 6. Type E Joints. When used with composite ABS pipes, they shall be solvent cemented providing a watertight seal. They shall conform to the requirements for joints under ASTM D2680, Standard Specification for Acrylonitrile- Butadiene-Styrene (ABS) Composite Sewer Piping. PART 2 - MATERIALS 46 7. Type F Joints. When used with fiberglass pipes, they shall be elastomeric gasket joints providing a watertight seal. They shall conform to the requirements of ASTM D4161. 8. Other Type Joints. The Director may consider for approval, a written request by the Contractor to use other types, materials, methods, or kinds of joints. 9. Lubricants for Prefabricated Pipe Gaskets. The material to be used as a lubricant in jointing pipes or fittings fitted with flexible, watertight, rubber-type gaskets, either factory or job-applied shall be compatible with the material of the gaskets and as recommended by the manufacturer. 10. Primers and Adhesives. The material to be used as a primer or adhesive for jointing materials or for prefabricated gaskets shall be compatible with the material of the gasket or jointing materials. Adhesives used to fasten flexible rubber or rubber-type gaskets shall conform to the requirements of the manufacturer of the gaskets. All primers and solvents used with (ABS) Composite Sewer Pipe shall conform to the Standard Specification ASTM D2235 for Solvent Cement for ABS Plastic Pipe and Fittings and shall be applied as recommended by the manufacturer. 11. Adapters and Couplings. a. At the direction of the District, a connection of Sanitary Sewer pipe (4-inch through 15-inch) of dissimilar material or of different sizes or for the repair of Sanitary Sewer pipes of similar materials may be made by means of an approved connector or adapter of the compression or mechanical seal type. b. The connector or adapter shall conform to ASTM C1173, shall be manufactured of an approved pre-formed elastomeric material, 50 Shore A durometer per ASTM D2240, with 300 series stainless steel shear band, conforming to ASTM A240. The connector or adapter shall be tightened around the connecting pipes by use of 300 series stainless steel nuts, bolts, and clamps. c. The compression joint connector or adapter and clamps shall be installed as recommended and specified by the manufacturer. Each connector and adapter shall bear the manufacturer’s name and required markings. d. The connector or adapter shall not be backfilled with Concrete, flowable fill, or other cement-containing materials in direct contact with the connector or adapter. PART 2 - MATERIALS 47 SECTION I PRECAST CONCRETE BOX CULVERTS. 1. Requirements. Precast Concrete box sections will be considered and may be approved as an alternate by the Director for designed box Culverts. As a minimum, they shall meet the requirements of ASTM C1433 Standard Specifications for “Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers”. The specific box section and type of joint shall be as approved by the Director. SECTION J INLET STONES, SILLS, AND BLOCKS. 1. Inlet Stones, Sills, and Blocks and Other Pre-Cast Units Inlet stones, sills, and blocks and other pre-cast units shall be made to the dimensions and with the reinforcement as shown in the Standard Details of Sewer Construction, and in accordance with these specifications. They shall be made of 5,000 psi air-entrained Concrete and cast in one operation. Immediately after casting, the C oncrete next to the forms shall be thoroughly spaded and the hole thoroughly compacted by tamping or vibrating in order to provide dense Concrete with uniform surfaces free from honeycombing. All inlet stones, sills, blocks, and covers shall have a minimum of a six-sack mix to include an additional admixture of EMSAC F-100T Micro Silicas or an approved equivalent. The admixture shall have a minimum weight of 10% of the total weight of cement. Care shall be taken not to disturb the reinforcement. All efforts shall be made to ensure the highest degree of density in an effort to obtain maximum durability of the finished Concrete units against weathering and attack from sodium chloride. Acceptable additives may be required. 2. Top Surface of Inlet Stones. The top surface of inlet stones shall be cast against patterned steel forms to achieve an approved non-skid surface and the upper surfaces of inlet sills shall be steel-troweled or cast against steel forms. All Concrete inlet covers, for inlet stones, shall have a minimum of 3 lbs. of “Fiber mesh” (synthetic fibers), per cubic yard, for reinforcement. Each inlet stone, sill, and block shall be lifted, moved, and set into place on the finished Concrete or brickwork on a solid bed of mortar, and in such manner as not to injure the stone or brick masonry. Concrete castings which are damaged in moving will be rejected and shall be removed from the site of the Work. SECTION K MATERIALS FOR SEWER BEDDING, BACKFILL, AND SUBGRADE REPLACEMENT. 1. Requirements. All stone or crushed limestone shall be sound, durable, and free from cracks and other structural defects that would cause it to deteriorate. It shall not contain any soapstone, shale, or other material easily disintegrated. PART 2 - MATERIALS 48 2. Designation: MSD 1 – Bedding. For Pipes 27 inches in diameter and smaller, and all flexible pipes of any diameter Bedding shall meet the following gradation except as noted in the details: MSD 1 – BEDDING (% by Weight Passing) Sieve Maximum Minimum 1 inch 100 100 ¾ inch 100 90 ½ inch 60 35 # 100 10 0 3. Designation: MSD 2 – Bedding. For rigid Pipes 30 inches in diameter and larger, Bedding shall meet the following gradation: MSD 2 – BEDDING (% by Weight Passing) Sieve Maximum Minimum 2 inches 100 100 1 ½ inch 100 75 1 inch 90 50 ¾ inch 80 35 ½ inch 55 15 # 100 10 0 4. Designation: MSD 3 – Backfill. Crushed limestone and screening to be used for Backfill shall be 3/4- inch minus. 5. Designation: MSD 4 – Subgrade Replacement. Crushed limestone and screenings to be used for Subgrade replacement shall be crusher-run, 2½ inch maximum size (95% to 100% passing a 2½ inch screen) graded to allow satisfactory compaction. MSD 4 – SUBGRADE REPLACEMENT (% by Weight Passing) Sieve Maximum Minimum 2½ inch 0 100 2 inches 100 90 1 inch 90 60 ½ inch 65 35 #4 40 20 #16 35 5 #200 12 4 PART 2 - MATERIALS 49 6. Designation: MSD 5 – Rock Blanket. MSD 5 – ROCK BLANKET (% by Weight Passing) Sieve Maximum Minimum 14 inches 100 100 12 inches 90 70 6 inches 30 10 ½ inch 5 0 7. Designation: MSD 6 – Gabion Rock. Well-graded hard durable limestone shall be 10-inch maximum size (95% to 100% passing a 10-inch screen) and a 4-inch minimum size. MSD 6 – Gabion Rock (% by Weight Passing) Sieve Maximum Minimum 10 inches 100 95 8 inches 75 50 6 inches 50 25 6 inches 50 25 8. Designation: MSD 7 – Light Stone Revetment. Light stone revetment rock shall be at least 75% equal to or larger than 10-inch, at least 95% greater than 6-inch. The maximum stone size shall be 14 inches. 9. Designation: MSD 8 – Heavy Stone Revetment. Heavy stone revetment rock shall be at least 60% equal to or greater than 12-inch, at least 95% greater than 10-inch. The maximum stone size shall be 16 inches. SECTION L GEOTEXTILE FABRIC. 1. Designation: Type 1. Fabric for use under rock blanket, loosely placed rock, rip rap, articulated Concrete revetment. Fabric for use under loosely placed rock, rock blankets, rip rap, and articulated Concrete revetment shall consist of needle-punched, nonwoven polypropylene fibers. Minimum Average Roll Values (MARV) Mechanical Properties Grab Tensile Strength ASTM D4632 300 Lbs. Grab Tensile Elongation ASTM D4632 50% Trapezoid Tear Strength ASTM D4533 115 Lbs. Mullen Burst Strength ASTM D3786 580 psi Puncture Strength ASTM D4833 175 Lbs. UV Resistance After 500 Hrs. ASTM D4355 70% Strength PART 2 - MATERIALS 50 (MARV) Hydraulic Properties Apparent Opening Size ASTM D4751 100 U.S. Sieve Permittivity ASTM D4491 0.8/SEC 2. Designation: Type 2. Fabric for use around the sides and top of precast reinforced Concrete box joints shall be needle punched nonwoven polypropylene fibers. (MARV) Mechanical Properties Grab Tensile Strength ASTM D4632 200 Lbs. Grab Tensile Elongation ASTM D4632 50% Trapezoid Tear Strength ASTM D4533 80 Lbs. Mullen Burst Strength ASTM D3786 350 psi Puncture Strength ASTM D4833 105 Lbs. UV Resistance After 500 Hrs. ASTM D4355 70% Strength (MARV) Hydraulic Properties Apparent Opening Size ASTM D4751 100 U.S. Sieve Permittivity ASTM D4491 1.2/SEC 3. Designation: Type 3. Fabric for pipe Bedding stabilization shall consist of woven, polypropylene yarns, and shall be wrapped around aggregate Subgrade below pipe. (MARV) Mechanical Properties Wide Width Tensile Strength (Ultimate) 400 Lb./In. ASTM D4632 Grab Tensile Elongation ASTM D4632 12% Trapezoid Tear Strength ASTM D4533 180 Lbs. Mullen Burst Strength ASTM D3786 1200 psi Puncture Strength ASTM D4833 160 Lbs. UV Resistance After 500 Hrs. ASTM D4355 70% Strength (MARV) Hydraulic Properties Apparent Opening Size ASTM D4751 30 U.S. Sieve Permittivity ASTM D4491 0.40/SEC 4. Designation: Type 4. Fabric for around combination of aggregate and perforated pipe, or for behind modular Concrete block walls shall be needle punched nonwoven polypropylene fibers. PART 2 - MATERIALS 51 (MARV) Mechanical Properties Grab Tensile Strength ASTM D4632 120 Lbs. Grab Tensile Elongation ASTM D4632 50% Trapezoid Tear Strength ASTM D4533 50 Lbs. Mullen Burst Strength ASTM D3786 230 psi Puncture Strength ASTM D4833 65 Lbs. UV Resistance After 500 Hrs. ASTM D4355 70% Strength (MARV) Hydraulic Properties Apparent Opening Size ASTM D4751 70 U.S. Sieve Permittivity ASTM D4491 1.5/SEC SECTION M DAMP-PROOFING AND WATERPROOFING MATERIALS. 1. Damp-proofing materials shall conform to the following: a. Asphalt damp-proofing products conforming to ASTM D449 Type I and primer conforming to ASTM D41. Application shall be in accordance with manufacturer specifications. b. Coal-tar pitch-based damp-proofing products conforming to ASTM D450 Type I and a primer conforming to ASTM D43. Application shall be in accordance with manufacturer specifications. c. Emulsified asphalt damp-proofing products conforming to ASTM D1227, Type 2, Class I, ASTM D1227 Type 3, Class I, or ASTM D1187, Type 1 and a manufacturer-approved primer. Application shall be in accordance with manufacturer specifications. d. Elastomeric coating products certified by manufacturer for external application as a damp-proofing coating for buried Concrete structures. Application shall be in accordance with manufacturer specifications. e. The damp-proofing product shall be submitted for review and approval by the Director. 2. Waterproofing materials shall conform to the following: a. The waterproofing system shall conform to the hydrostatic pressure requirements of the Specifications in accordance with ASTM D5385. The system shall be compatible with curing compounds, form release coatings, or admixtures in the Concrete that could interfere with adhesion. Proprietary systems shall be applied in conformance with recommendations and detailed instructions of the materials manufacturer. The system shall include protection of the barrier during backfilling. b. Waterproofing admixtures which prevent passage of water in the cured structure at the designated hydrostatic head may be used. The admixture manufacturer shall certify that the product is suitable for the intended use. PART 2 - MATERIALS 52 c. The waterproofing method shall be submitted for review and approval by the Director. PART 3 - EXCAVATION 53 PART 3 EXCAVATION SECTION A GENERAL. 1. Type. The Contractor shall make all excavations required for constructing all Sewers, Channels, and appurtenant structures as required by the Project Plans and Specifications. Except where otherwise required by the Project Plans and Specifications, or as ordered in writing by the Director, all excavations shall be in open cut to the specified widths and depths. 2. Protection. The Contractor shall be responsible for the conditions of all excavations made by the Contractor and shall properly and adequately protect the excavation from caving or sliding. All slides and cave-ins shall be handled, removed, or corrected by the Contractor without extra compensation at whatever time and under whatever circumstances they may occur. To confirm the existence or change in classified excavation, groundwater, or the location of underground obstructions and conditions, the Director may require a reasonable number of test pits to be dug by the Contractor along the lines of the Sewer or Channel, as shown on the Drawings, in advance of the excavation. No additional payment will be made for this Work unless the test pits are in a paved area or the number of test pits should exceed one (1) test pit per Reach of new Sewer. SECTION B CLASSIFICATION. 1. Excavation Classes. There shall be three classes of excavation: Class A: Any material in original beds, or well-defined ledges such as solid limestone, hard sandstone, or hard shales. Also, any material where each piece is more than one cubic yard in volume such as large boulders, detached pieces of limestone, hard sandstone, or mass Concrete. Class B: Densely packed materials such as most shales, soft sandstone, or rubble. Also, detached pieces of material each being more than one cubic foot in volume such as broken Concrete or rock. If the Contractor chooses and is permitted to use drilling, blasting, or wedging for the removal of Class B material, such material will be measured and classified as Class B and not Class A. Class C: All materials not included in Class A and Class B excavation. 2. Record of Excavation Materials. The class of excavation, with its location and dimensions, shall be recorded in the Director’s record of the Work. The results of borings are shown on the Project Plans for information only, and without any expressed or implied agreement or guarantee that depths or character of PART 3 - EXCAVATION 54 materials are correctly shown, or that conditions affecting the Work will not differ from those shown on the Project Plans and Specifications. If the Contractor desires to make his/her own investigations and borings, and so requests in due time, the District will provide the necessary access to the site. SECTION C CLEARING. This Work shall consist of removal, grubbing, and disposing of all vegetation such as trees, bushes, shrubs, plants, vines, brush, weeds, and sod necessary for the construction of the project, as well as, removing and properly disposing of all trash and railroad ties. As indicated on the Project Plans and Specifications, specific trees, shrubs, or plants may be required to be removed and properly disposed of or left in place and protected. If trimming of trees is required to accommodate equipment, it shall be done prior to starting excavation. SECTION D WORK INCLUDED IN EXCAVATION. 1. General. All of the following items are included in excavation unless otherwise directed or provided by the Project Plans and Specifications: a. The removing of all surface obstructions in streets, alleys, rights-of-way, Easements, Temporary Construction Easements, and public places b. The making of all necessary excavations c. The providing of all necessary clearing d. The furnishing and installing of all shoring and bracing as necessary or directed e. The pumping and bailing to keep trenches free of water during pipe laying and jointing, and thereafter until each joint, mortar, or Concrete is set f. The providing for uninterrupted surface water flow during Work progress g. The providing for by-pass pumping and properly disposing of flows from Sewers, storm drains, creeks, or other sources h. The protecting of all pipes, conduits, Culverts, tracks, Utility poles, wires, fences, buildings, trees shown to be protected and other public and private property adjacent to or in the line of work. i. The removing of all shoring and bracing not ordered or required to be left in place j. The hauling away and disposing of all excavated or disturbed materials within the “working room” limits not necessary or else unsuitable for backfilling purposes PART 3 - EXCAVATION 55 k. Backfilling and jetting, except where granular fill, compacted backfill, or flowable fill is required by the Project Plans and Specifications. SECTION E UNUSUAL EXCAVATION CONDITIONS. 1. Extra Payment Requests. The Contractor may make detailed requests of the Director in writing for extra payment to the Contractor by the District for additional costs involved in fulfilling the Contract because of the following unusual conditions if these are not covered by pay items in the Contract: a. Unusual infiltration of groundwater into the trench or shaft requiring the use of well-points or other special dewatering methods, if considered necessary and ordered by the Director. b. Necessity for using sheet piling, if considered necessary and ordered by the Director. c. Other unforeseeable, special, or unusual construction required to protect life and property when ordered by the Director. 2. Written Request for Special Items. Before the Contractor incorporates any of the above special items of work for which the Contractor expects reimbursement, the Contractor shall make a written request to the Director and receive written approval of the use of such special methods, which are defined above. Such request to the Director shall include a detailed statement of the additional costs involved. SECTION F OPEN CUT EXCAVATION. 1. Alternative Methods of Excavation. Unless otherwise shown on the Project Plans and Specifications, all excavation for construction of Sewers, Channels, and their appurtenant structures, shall be in open cut from the surface. Unless otherwise shown on the Project Plans, tunneling, Stanking, boring, or jacking, will be allowed only on permission of the Director, with the requirement that a complete record thereof shall be kept in the project records. 2. Underground Structures, Pipe Lines, or Utilities. a. The Contractor shall proceed with caution in any excavation and shall use every means to determine the exact location of underground structures, pipe lines, conduits, etc., prior to excavation in the immediate vicinity thereof. When there is reason to believe that a Utility conflict may exist, the Contractor shall determine the plan and elevation location of the suspected Utility in conflict prior to commencing Work on Reaches adjacent to the Reach in which the Utility conflict may occur. This will enable the Director to evaluate field adjusting lines or grade to avoid potential conflicts. This field verification of Utility locations shall be accomplished at no additional cost to the District. PART 3 - EXCAVATION 56 b. If a gas main is cast iron, and is located within an area that is a horizontal distance of three feet from either side of the bottom of a standard trench Payline Limit width and an extension up at a 1:1 slope to the ground surface, it shall be relined or replaced by others at the District’s expense. The Contractor shall verify the location and material composition of existing gas mains located within these limits. Spire, Inc. shall be contacted by the Contractor to determine the requirements for the gas main relining or replacement, if necessary. c. If the Contractor excavates beyond the area defined above and causes the need to replace or reline an existing cast iron gas main, all cost for such work shall be the responsibility of the Contractor and no additional compensation will be allowed. d. It shall be the Contractor's responsibility to locate all service laterals not shown on the Project Plans and to verify the location of the existing service laterals which have been shown on the Project Plans. The Contractor shall reconnect all existing service laterals. No separate payment will be made for locating or verifying the location of existing service laterals which are shown on the project plans. e. It is not the intent to reconnect any inactive service laterals to the new Sewer. The Contractor shall be responsible for determining if a service lateral is either active or inactive. No separate payment shall be made for this work. f. All existing lateral pipes which are to be disconnected shall be plugged. No separate payment will be made. g. The Contractor shall obtain and complete a "no cost" reconnection permit for each Sanitary Sewer lateral reconnection from the District's Permit Section. h. Failure to obtain a "no cost" reconnection permit will result in a non-payment for the wye until a permit is obtained. 3. Utilities. a. Whenever it becomes necessary to perform any work on any public or private Utility, the Contractor shall make satisfactory arrangements for such work with the Owner. b. The Project Plans reflect the readily available record of locations of existing structures and facilities, both above and below the ground, but assumes no responsibility for the accuracy or completeness of this information. Utility service connections will not be shown on the Project Plans, but reasonably can be expected in built-up areas, and if it is necessary to relocate them, it shall be the Contractor’s responsibility. If the method of operation for the construction of the Sewers or Channel requires the removal and replacement or protection of any overhead wires or poles, the Contractor shall make satisfactory arrangements for such work with the Owner or Owners of such wires and poles and no additional payment will be made. It shall be the Contractor’s responsibility to protect any Sewer or Utility within the limits PART 3 - EXCAVATION 57 of the construction. The District will not be responsible for the cost of protection or repair or replacement of any structure, pipe line, conduit, service connection, etc., above, and below ground which may be broken or otherwise damaged by his/her operations. All water and gas pipes and other conduits adjacent to or crossing the trench must be properly supported and protected by the Contractor. Sewer and Utility services between mains and buildings shall be maintained by the Contractor in as nearly a continuous operation as reasonably can be expected. This shall be accomplished in any way that the Contractor may desire, provided that the individual service must not be inoperative more than six consecutive hours. When a break occurs, the Contractor shall notify the affected occupant of the probable length of time that the service will be cut off. c. In accordance with Missouri Revised Statutes, Section 319.033, “Public right-of-way, installation within, requirements,” the Contractor shall install a tracer wire and an access point within an enclosure over water lines and cleanouts for gravity storm and sanitary laterals if new lateral Sewer pipes or water lines are installed and connected to an underground facility within the Public Right-of-Way or if such infrastructure is fully replaced by excavation within the Public Right-of-Way. The Contractor shall comply with the requirements of the Lat. Tracer Wire detail which is included at the end of these specifications. 4. Limits of Excavation for Pipe Sewers. a. Trenches shall be excavated to the depths shown on the Project Plans and to the Payline Limit widths shown in Table No. 1 of the Standard Details of Sewer Construction. Additional excavation may be required for maximum trench width per pipe manufacturers requirements. Contractor shall submit Shop Drawings specifying pipe manufacturer's required minimum and maximum trench widths. Excavated materials will be classified for measurement and payment as specified. b. The sides of the trench shall be vertical, and the width of the trench below a level one foot above the outside top of pipe shall not exceed the Payline Limit widths for pipe Sewers set forth in Table No. 1 of the Details, unless specifically so provided in the Project Plans and Specifications. If the trench width at or below that level exceeds the Payline Limit width in Table No. 1, provision shall be made for the additional load upon the pipe as required by the Director and the Standard Details of Sewer Construction. 5. Limits of Excavation for Channels. Channels shall be excavated to agree with cross sections as shown on the Project Plans. Any alleged errors or discrepancies in the Project Plans shall be brought to the attention of the District prior to disturbing the ground. Payment will be made at the unit bid price per cubic yard of excavation. Quantities will be based on cross section areas. Refer to Standard Details of Sewer Construction for excavation Payline Limits. PART 3 - EXCAVATION 58 6. Change of Trench or Channel Location. If the Director orders that the location of an excavation be moved a reasonable distance from that shown on the Project Plans, due to an obstruction or other cause, or if a changed location is authorized at the Contractor’s request, the Contractor shall not be entitled to extra compensation or to a claim for damage, if the change is made before the excavation is begun. If such a change is made at the order of the Director, and involves the abandonment of excavation already made, such abandoned excavation together with the necessary Backfill will be measured, classified, and paid for in the same manner as other trench and Channel excavation and Backfill of the same character. If the excavation is abandoned in favor of a new location at the Contractor’s request, abandoned excavation and Backfill shall be at the Contractor’s expense. If an obstruction should lie within the excavation in such manner that the trench or Channel has to be excavated to extra depth or width in order that sheeting or bracing may be properly placed, or in order that the structure to be placed in the excavation may be properly built, such extra depth and width of the excavation shall be measured, classified, and paid for in the same manner as other trench or Channel excavation and Backfill of the same character. 7. Length of Open Trench. The length of trench which may be opened in advance of the completed Sewer shall be limited to 200 feet in earth, except with permission of the Director. In rock, the length shall be sufficient to protect the completed Sewer. 8. Unauthorized Excavation. a. All unauthorized excavation carried beyond or below the lines and grades given by the Project Plans or Specifications, together with the removal of such excess excavated materials, and the cost of refilling the space of such over dig or unauthorized excavation, shall be prohibited without prior approval of the Director. b. The excess space between the undisturbed bottom and sides of the excavation and pipe Bedding shall be refilled and compacted with crushed limestone as directed by the Director. 9. Removal of Unsuitable Subgrade. If the Contractor encounters any material that it believes to be unsuitable as a firm base of the pipe or Sewer or structure, the Contractor shall stop work and notify the District of such condition. If, upon examination of the material, the Engineer determines the material to be unsuitable, the Director will direct the Contractor as to the manner as to how he/she is to proceed as authorized by Change Order or Work Directive. The Contractor will be paid for the additional excavation as specified, except where the unsuitable base is caused by the activity of the Contractor or by its failure to control water in the trench or the Channel. PART 3 - EXCAVATION 59 10. Unsuitable Subgrade Beneath Wall Footings. Where unsuitable Subgrade is encountered these materials shall be removed as authorized by Change Order or Work Directive Change as ordered by the Director. Footings shall be stepped down to bear on suitable Subgrade and stepped back up once the area of unsuitable Subgrade has been crossed. Forms shall be set as required to maintain uniform footing width. The Contractor will be paid for the additional excavation as specified, except where the unsuitable base is caused by the activity of the Contractor or by his/her failure to control water in the trench or the Channel. Additional wall required will be paid for under the appropriate pay item. 11. Excavation in Rock. a. Trench bottoms in rock shall be excavated to a depth below the outer pipe bottom as shown on the Standard Details of Sewer Construction, and to the maximum Payline Limit width at and below the outside top of the pipe with no point or rock being closer than four inches from the pipe barrel. Unless otherwise directed, Channels in rock shall be excavated to Payline Limits as shown on the Standard Details of Sewer Construction. See Part 1, F.10 for the responsibility of the Contractor with respect to the use of explosives in blasting. b. After a blast is fired, the Contractor shall cause the excavation to be thoroughly scaled. All loose, shattered rock or other loose material shall be removed before proceeding with the Work. The fact that the removal of loose or shattered rock or other loose material may enlarge the excavation beyond the required limits shall not relieve the Contractor from the necessity for making such removal and filling the extra space. The Contractor shall not be entitled to extra compensation therefore. 12. Control of Water. a. While Sewers and appurtenances are under construction, the Contractor shall keep all excavations free of water at his/her own expense. The Contractor shall provide all dams, flumes, Channels, sumps, or other works necessary to keep the excavation entirely clear of water and shall provide and operate pumps or other suitable equipment of adequate capacity for dewatering the excavations. The Contractor shall avoid producing mud in the trench or Channel bottom by its operations, and if necessary or so ordered, shall place crushed limestone at its own expense to maintain a firm dry excavation bottom and base. Pipe Bedding, laying, jointing, and the placing of Concrete or masonry shall be done in a water-free trench or excavation, which shall be kept clear of water until pipe joints, Concrete and masonry have set and are resistant to water damage. The water shall be disposed of in an acceptable manner. b. All gutters, pipes, drains, conduits, Culverts, catch basins, Storm Water inlets, ditches, creeks, and other Storm Water facilities shall be kept in operation, or their flows be satisfactorily diverted and provided for during construction. Any facilities disturbed during construction shall be restored to the satisfaction PART 3 - EXCAVATION 60 of the Director. All costs of handling water and providing a stable subbase during construction shall be included in the prices bid for the various classes of excavation. 13. Disposition of Excavated Materials. a. Excavated materials suitable for Backfill shall be stored no closer than two feet from the edge of the excavation or from areas designated as “to be protected” on the Project Plans or in the Contract Documents. They shall not obstruct crosswalks, sidewalks, street intersections, nor interfere unreasonably with travel on the street by occupants of adjoining properties. Gutters or other surface drainage facilities must not be obstructed. When clear access to fire hydrants, mailboxes, Sewer and conduit manholes, gas stops, and similar Utility or municipal service facilities is required, the Contractor must provide such access. Handling and storage of excavated materials must meet the requirements of Local government agencies having jurisdiction. b. All materials, excavated, or disturbed, or damaged, or removed by the Contractor and not to be used for refilling trenches, Channels, or structure excavations, nor to be used in restoration of subsurface or surface facilities or conditions, shall be removed from the site and disposed of by the Contractor at his/her expense, unless otherwise directed. If the Contractor proposes to store or place such excess excavated material upon any property, written consent of the property owner or owners must be secured in advance and a certified copy or copies thereof be filed with the District. No surplus or excess materials shall be deposited in any stream Channel nor in any place where pre-construction surface drainage would be changed without written permission of the Director. 14. Bracing and Shoring. a. The Contractor shall furnish, place, and maintain such sheeting, bracing, shoring, etc. as necessary or may be required to support the sides of the excavation to protect workmen in the trench or Channel and to prevent any earth movement which might in any way injure or delay the Work, change the required width of the excavation, or endanger adjacent pavement, Utilities, Sewers, buildings, or other structures above or below the ground surface. The sheeted trench width, as measured between those faces of the sheeting in contract with the earth trench wall, shall not exceed the Payline Limit width of trench below an elevation one foot above the top of the pipe. Walers and other bracing shall be so designed and installed as to present no obstructions to proper placement of the pipe, Bedding, cradle, or encasement, nor shall they interfere with the satisfactory laying and jointing of the pipe. b. Sheeting, bracing, and shoring shall be withdrawn and removed as the backfilling is being done, except where indicated on the Project Plans and Specifications that such sheeting, bracing, and shoring be left in place, or where the Director will permit the same to be left in place at the Contractor’s request. In any case, the Contractor shall cut off any such sheeting at least two feet below the surface and shall remove the cutoff material from the excavation. PART 3 - EXCAVATION 61 c. If shoring is left in place the trench width shall be backfilled with granular Backfill. If in grass area two feet of earth shall be backfilled to existing grades above the granular Backfill. Granular Backfill shall be compacted by tamping in 6-inch lifts. No water jetting is allowed for compaction in areas where shoring is left in place. When adjacent to buildings the shoring shall be resistant to decay and insect attack, such as termites. d. All sheeting, bracing, and shoring which is not left in place under the foregoing provisions shall be removed in a manner as not to endanger the completed Work or other structures, Utilities, Sewers, or property, whether public or private. 15. Trench and Channels with Sloping Sides. Where working conditions permit and where the necessary agreements have been made with the affected property owners, the Contractor may excavate the upper part of Sewer trenches with sloping sides above a level one foot above the top of the pipe. Trench excavation below this level shall be carried out with vertical sides having a width between vertical earth sides not greater than the Payline Limit width shown in the Table No. 1 of the Details. Bedding, Concrete cradling, or encasement shall be specified for vertical side trenching. In a Channel, sides shall be sloped as shown on the Project Plans or as otherwise approved by the Director. All trenches in highways, streets, or alleys shall be excavated with vertical sides. 16. Stanking. a. Where required by the Project Plans or Specifications, a line of open trench excavation will be interrupted by a Stank or short section of unexcavated earth with an excavated opening beneath for constructing the pipe Sewer, in order to avoid disturbing existing improvements or the necessity of removing surface or subsurface structures. b. The excavated opening shall be sufficiently large to provide adequate working room for proper Bedding, installing the pipe Sewer, and compacting the Backfill. The top of the opening shall be sloped sufficiently to permit solid backfilling without voids. c. Class “C” Bedding shall be used and after placing the Bedding, the remaining space above the top of the pipe shall be packed solidly with tamped earth free from debris, rocks, lumps, or organic matter or, at the election of the Contractor, with tamped limestone and screenings. The Contractor shall carry out the Work of Stanking in a safe prudent manner to avoid endangering human life or property. SECTION G EXCAVATION FOR MANHOLES, INLETS, JUNCTION CHAMBERS, AND OTHER APPURTENANT STRUCTURES. 1. Limits of Excavation. The Contractor shall excavate as required for all structures with foundations carried to firm, undisturbed earth at the elevation of the underside of the structure. In rock, the Contractor shall excavate all PART 3 - EXCAVATION 62 rock at least to the minimum limits shown on the Standard Details of Sewer Construction for trenches and to the grade of the bottom of the manholes, inlet-manholes, inlets, junction chambers, or other structures as required by the Project Plans. Where the bottom of the excavation for structures is in rock, no rock shall project above the lower surface of the Concrete or brick masonry base in such a manner as to reduce the required thickness of such base. All spaces between the bottom of such base and the solid rock surface shall be completely filled with the same materials used for the foundation or base, placed simultaneously as an integral part of the foundation or base. SECTION H METHODS OF MEASUREMENT AND BASIS OF PAYMENT. 1. Clearing. Payment for “Clearing” shall include all costs incurred due to “Clearing”, protecting trees, shrubs, and plants, as well as properly disposing of all trash and railroad ties. Payment will be made for “Clearing” at the Lump Sum price as bid per the Project Plans and Specifications. If there is no specific pay item, all costs for “Clearing” shall be included in excavation. 2. Trench Excavation. a. The volume of excavation for which payment will be made will be determined for each size of pipe and for each class of excavation as computed from actual final measurements and from measurements made during construction. The total volume of excavation for each size of pipe Sewer laid shall be computed as a square-bottomed trench with vertical sides separated a distance equal to the Payline Limit trench width given in Table No. 1 of the Standard details of Sewer Construction, a length equal to the actual horizontal distance between the Payline Limits for excavation of the connected structures; and a depth equal to the average vertical distance, measured at twenty-five foot intervals from a point directly below the pipe flow line, a distance equal to the pipe wall thickness plus four inches or six inches, as applicable, to the bottom of pavement base, as described in Part 9, the original surface of the ground, or the unimproved Roadway surface. No additional measurement, computation, or payment will be made for excavation for pipe bells. b. In case that either or both Class B or Class A excavation is encountered, the volume of each class of excavation will be computed from its limits and location in the trench, similarly measured as described for Class C excavation. c. In the event that any Class B or Class A excavation is authorized by the Director to be removed, less than a full Payline Limit width across the trench, to facilitate the proper installation and Bedding of the new pipe, the volumes of Class B or Class A excavations will be computed as if the full Payline Limit width entirely contained these same appropriate classifications of excavations from their limits in the trench. d. When construction of a new Sewer requires excavation of existing Sewer pipe or structures, the removal of the existing pipe and PART 3 - EXCAVATION 63 structures shall be paid for as Class “C” Excavation. The pay volume for this excavation shall be the full Payline Limit volume as previously defined with no deduction for the void within the existing pipe or structure. e. When construction of a new Sewer requires additional excavation to achieve required maximum trench width per pipe manufacturers requirements, payment shall not exceed the Payline Limit trench width as shown in Table No. 1 of the Standard details of Sewer Construction. 3. Excavation for Structures. Unless the Project Plans and Specifications stipulate that a lump sum or unit price for any specific structure shall include the entire cost of excavation and Backfill related to that structure, the volume of excavation shall be measured and computed as follows: a. For structures other than manholes, inlet-manholes, inlets, or catch basins, the volume of excavation for which payment will be made will be computed as a polyhedron or cylinder with vertical walls, with a base extending 12 inches from the outermost lines of the structure base, and with a height equal to the average vertical distance between the bottom of the structure base and the bottom of the pavement base or the original surface of the ground, or the unimproved Roadway surface. b. For manholes, inlet-manholes, inlets, or catch basins, the volume of excavation for which payments will be made will be computed as a polyhedron or cylinder with vertical walls, with a base extending six inches from the outermost lines of the structure base, and with a height equal to the average vertical distance between the bottom of the structure base and the bottom of the Concrete pavement base or the original surface of the ground, or the unimproved Roadway surface. c. In case that either or both Class B or Class A excavation is encountered, the volume of each class of excavation will be computed from its limits and location in the trench, similarly as described for Class C excavation. 4. Removal and Replacement of Unsuitable Subgrade. a. When the Contractor is ordered to remove unsuitable Subgrade beyond the Payline Limits, the volume of such removal as directed will be computed from actual measurements. Payment for removal will be made for the computed volume at the unit bid price per cubic yard for Class C excavation, payment for replacement will be for an equal volume of compacted crushed limestone. If the unsuitable material is mud or muck caused by the activity of the Contractor or by his/her failure to provide adequate drainage for the excavation, no payment shall be made for the removal or replacement of such material. b. Payment for compacted crushed limestone shall be made at the unit bid price for “Crushed Limestone, Unsuitable Subgrade” and shall PART 3 - EXCAVATION 64 include all materials and labor required for the installation and compaction of crushed limestone, including the geofabric. 5. Payment for Excavation. The payment for Class A, B, or C excavation will be made for the computed volumes of each at the respective bid unit price. Such payment shall cover the whole cost of providing all the labor, tools, equipment, materials, and any other requirements for the removal, storage, and rehandling of any surface materials, unless covered by other prices bid in accordance with the Project Plans and Specifications; for the excavation of all materials encountered, for necessary or required sheeting and bracing and for the backfilling of the excavation around the completed structure, except where granular Backfill or mechanical compaction is required, specified, or ordered. 6. Payment for Shoring Ordered Left in Place. The cost of furnishing, placing, and removing all bracing, sheeting, etc., of any kind, shall be included in the bid prices for the various classes of excavation. When the Project Plans and Specifications or the Director require the lumber to be left in place, the Contractor will be paid for the computed amount at the price specified per thousand feet board measure for “Shoring Left in Place”, which shall be considered to be the salvage value of the lumber. No payment will be made for any lumber left in place at the election of the Contractor. 7. Payment for Stanking. No additional payment will be made for Stanking where required in the Project Plans and Specifications, but payment will be made under appropriate pay items as if that portion of the trench were made in open cut. 8. Payment for Sanitary House Laterals and Utility Removal and Relocation. a. When it becomes necessary to remove or relocate an existing sanitary house lateral service, Utility service, Utility main or Utility pole or to cover electric overhead lines, the cost of which is to be paid by the District, the service must be in Direct Conflict with the new Sewer or Channel and the work must be authorized by the Director prior to any such removal or relocation. b. For sanitary house laterals, all cost involved for reconnecting the service, but excluding the cost for granular fill, paving replacement, and curb replacement will be paid for under the unit bid price per lineal foot of in place 6-inch pipe. For sanitary house laterals which are not in Direct Conflict with the new pipe or Channel but are removed or replaced or relocated, no separate payment will be made. c. Payment for removal and relocation of privately owned water service connections that are in Direct Conflict with the new Sewer shall be made at the unit bid price per place for “Relocation of Water Services” or “Relocation of Water Service-Lead Pipe” as appropriate according to the existing pipe material, and shall PART 3 - EXCAVATION 65 include all materials and labor required for the removal and relocation of the water service. d. Any protection removal or relocation of cable T.V., gas services, water service connections owned by public Utility, Utility mains, or poles that are in conflict shall be paid for by the District at the exact amount for the cost of such removal or relocation as billed by the Utility company. The amount under the allowance for “Utility Relocation” shall be included in the total bid price. e. All costs for the first 5 feet, as measured laterally from the centerline of the Sewer main, of 6-inch pipe, cleanouts, tracer wire, and couplings/adapters required to reconnect existing laterals to the new pipes shall be included in one of the pay items for the appropriate size wye. The Work shall be done in accordance with applicable Local plumbing codes. f. All costs for extensions of any Sanitary Sewer laterals beyond 5 feet, as measured laterally from the centerline of the Sewer main, shall be paid for at the unit bid price per lineal foot of “Pipe Sewer 6-inch (Includes Excavation)”. This cost includes all necessary bends, slants, expansions, adapters, tracer wire, and excavation, but excludes the cost of granular fill, paving replacement, and curb replacement. g. For pipes larger than 18 inches in diameter, connections of the service laterals to the new Sewer may be made with the installation of "Inserta-Tee" fittings or approved equal, in addition to approved manufactured "Wye” Fittings. 9. Payment for Private Underground Facilities. a. When private underground facilities, such as sprinkler systems, electric dog fences, or other facilities are indicated on the Project Plans in close proximity to actual location, and removal or interruption cannot be avoided, payment for the repair or replacement of those facilities shall be included in the amount bid for pay item “Protection and Restoration of Site.” b. When private underground facilities are not indicated on the Project Plans or the approximate location of same is unknown, and the Contractor has made a reasonable effort to locate the facilities, payment for the repair or replacement of those facilities shall be made in accordance with provisions of Section E Unusual Excavation Conditions of PART 3 EXCAVATION. 10. Payment for Removal of Structures and Manholes. All costs for removal of the existing manholes and pipe, which are not within the standard Payline Limits for excavation, shall be included in the pay item “Protection and Restoration of Site.” PART 4 - PIPE 66 PART 4 PIPE SEWER CONSTRUCTION SECTION A GENERAL. 1. Channel Construction. Additional specifications for pipe Sewer construction have been included in Part 6 “CHANNEL CONSTRUCTION.” 2. General Construction Conditions. a. Pipe Sewers shall be constructed of the sizes, classes, materials, and to the alignments and grades given by the Project Plans and Specifications. All pipe shall be inspected on delivery and such pipe as does not conform to the requirements of these specifications and which are not suitable for use shall be rejected and immediately removed from the site of the Work or destroyed. b. All materials shall conform to the requirements of the pertinent current specifications of ASTM and Part 2, except as otherwise specified in the Project Plans and Specifications. c. The grade shown on the profiles to which the Work must conform is that of the pipe flowline or the low point of the pipe invert. Construction stakes are the responsibility of the Developer and will be set at 25-foot intervals for control of alignment, grades, and excavation quantity computations. For curved pipe, double stake the Easement along the length of the curves. If a laser system is utilized, the construction stakes will be set at each structure, 25 feet upstream, and continuing at 100-foot intervals. Cut sheets are required and must be prepared by a Licensed Land Surveyor or Professional Engineer of the State of Missouri. d. For Sewer pipe (storm, sanitary, and combined) with a design grade less than one percent (1%), verification of the pipe grade will be required for each installed Reach of Sewer, prior to any surface restoration or installation of any surface improvements. The Contractor’s field supervisor will be required to provide daily documentation verifying that the as-built pipe grade meets the design grade through the submittal of signed cut sheets to the District upon request. The Contractor will be required to remove and replace any Sewer Reach having an as-built grade which is flatter than the design grade by more than 0.1%. Sewers with grades greater than the design slope may be left in place, provided no other Sewer grade is reduced by this variance in the as-built grade. The Director also reserves the right to require the Contractor to remove and replace any Sewer (at any time prior to construction approval) for which the as-built grade does not comply with the grade tolerance stated in the above paragraph. Field surveyed verification must be made under the direction of the licensed land surveyor or registered engineer. The Contractor shall be responsible for any cost associated with the field verification of the Sewer grade, or removal and replacement of the Sewer pipe or associated appurtenances. PART 4 - PIPE 67 SECTION B PIPE FIELD TESTS. 1. General. The Contractor shall be responsible for the following: a. Performing and recording all tests on Sanitary and Combined Sewer systems. b. Furnishing all equipment, mandrels, hoses, water, piping connections, test pumping equipment, pressure gauges, pumps, bulkheads, regulators, and any other miscellaneous items as required. Certification of gauges will be required from the gauge manufacturer. Certification and calibration data shall be available to the District whenever air tests are performed. c. Any by-pass pumping as required. d. Making all corrections required as a result of test failure and re-test. e. Payment of all costs associated with field tests or re-testing unless otherwise indicated in the Project Plans and Specifications. f. All field tests described in Part 4, Section B of the standard specifications for Sanitary Sewers shall also apply to Combined Sewers. 2. Reach Integrity Testing. All Sanitary and Combined Sewers shall sustain a maximum leakage limit of 100 gallons/inch of pipe diameter/mile of line/day, as required by the Missouri Department of Natural Resources regulations. To ensure compliance, leakage tests are required and shall be performed for Sanitary and Combined Sewers and by low pressure “Air Testing”, “Infiltration/Exfiltration Testing”, or “Joint Testing” as indicated in the following paragraphs. If the groundwater level requires a test pressure greater than 6 psi gage, or if the groundwater level is two (2) feet or more above top of pipe at the upstream end, an “Infiltration Test” shall be used. All visible leaks shall be repaired from the exterior of the pipe or structure. a. Air Testing. Air testing shall be performed after completion of the Backfill operation. As applicable, for pipe diameters eight-inch (8”) through twenty-seven-inch (27”), the air test for leakage shall conform to ASTM C-828 “Standard Test Method for Low-Pressure Air Test of Vitrified Clay Pipe Lines” or ASTM F1417 “Installation Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air.” The air tests shall not be conducted unless the pipe is secured so that the application of air pressure will not separate the pipe joints. Air testing shall start with a stabilized test pressure of 3.5 psi. If the pressure drops more than 1.0 psi during the test time, the line is presumed to have failed the test. The test time for each type of pipe shall be as indicated in the Standard Details of Sewer Construction. PART 4 - PIPE 68 b. Replacement of Existing Sewers/Test Method Modifications. Where existing 8 inch through 27 inch diameter Sewers with live laterals are being replaced with new Sewers in the same location as the existing Sewers, modifications to the methods of testing will be considered and tests will be performed as approved and directed by the Director. On District contracted projects, a testing allowance will be provided to pay for Reach integrity joint testing. c. Infiltration/Exfiltration Testing. After completion of the Backfill operation, if infiltration /exfiltration testing is used, it shall follow the procedures as outlined in ASTM C-969 “Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines.” This procedure shall be used for all types of pipe materials as applicable. The maximum length of Reaches tested per test shall not exceed 700 feet. For infiltration testing, the groundwater must be at least two feet above the crown of the pipe for the entire length of the test section as determined by the use of a piezometer. If the groundwater level is less than two feet (2’) above the crown of the pipe from the highest elevation of the Sewer, the exfiltration test shall be used. The measurement of leakage shall not exceed 100 gallons/inch of pipe diameter/mile of line/day, as required by the Missouri Department of Natural Resources regulations. For exfiltration testing, the leakage loss shall be measured over a timed test period as directed by the Director. In any case, the testing time period for the exfiltration test shall be no less than one hour. d. Joint Testing. Joint tests for Sanitary and Combined Sewers using air or water shall be performed on all types of pipe materials larger than 27 inches in diameter following the procedure of ASTM C-1103 “Standard Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines.” Each joint will be tested at the time of installation prior to complete backfilling of the trench. The Sewer shall be kept clean prior to testing so that equipment used in conducting the test can properly seal against the pipe. The test shall not be conducted unless the pipe is secured so that the application of air or water pressure will not separate the pipe joint. The equipment used for conducting the test shall span the joint and be securely placed. Air or water pressure shall be applied into the joint test area at a minimum pressure of 3.5 psi greater than the pressure exerted by groundwater above the pipe. The pipe must maintain the pressure for at least ten (10) seconds after the established pressure has been reached and stabilized. A maximum pressure drop of one psi is allowable. In addition, after backfilling and prior to acceptance, any visible leaks are to be repaired as approved by the Director. 3. Mandrel Testing. After completion of the Backfill operation and the jetting or compaction processes, all flexible sanitary, combined, and storm pipe shall be PART 4 - PIPE 69 tested by the use of an approved nine arm mandrel to ensure that no pipe deflection has occurred greater than 5% of the inside diameter of the pipe. These tests shall be performed without mechanical pulling devices and without additional cost to the District. Ductile iron pipe will not require a mandrel test unless required by the Project Plans and Specifications. 4. Manhole Testing. For the purpose of leakage tests, all precast Concrete and poured-in- place Concrete Sanitary and Combined Sewer manholes shall be considered pipe of equivalent diameter and shall be tested by an appropriate test method such as exfiltration or vacuum testing after the complete installation. a. Vacuum Testing. After the complete installation of the manhole, including the frame installation and before Backfill unless approved by the manufacturer, a vacuum test shall be performed in accordance with ASTM C-1244 “Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test.” The vacuum test must be performed prior to backfilling around the manhole unless the Contractor provides documentation from the precast manhole manufacturer stating that the manhole may be vacuum tested after backfilling has taken place. The Contractor must submit this documentation prior to backfilling around any manhole. The required test period is one minute (minimum) for all sizes and manhole depths. After the complete installation of the manhole, including the frame installation, a vacuum test shall be performed at ten-inch (10”) Hg (mercury). After the pressure has stabilized, a maximum of one-inch (1”) Hg drop in a minimum of one (1) minute will be allowed for manholes up to 48” in diameter. For larger manholes, the time for a maximum of one-inch (1”) Hg drop shall be a minimum of two (2) minutes. If the vacuum test fails to meet the above requirements, repeat tests after all leaks and defects have been repaired. b. Exfiltration Testing. If exfiltration testing is used, it shall follow the procedures as outlined in ASTM C-969 “Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines”. For exfiltration testing, the allowable leakage limit is 100 gallons/inch of pipe diameter/mile of line/day when the average head on the test section is three feet (3’) or less. After plugging all inlet and outlet pipes, the structure shall be filled with water to the top of the manhole frame. After allowance for water absorption and refilling, if required, the leakage loss shall be measured over a timed test period as directed by the ASTM Specification. In any case, the testing time period for the exfiltration test shall be no less than one hour. PART 4 - PIPE 70 SECTION C BEDDING. 1. Bedding, Cradling, or Encasement Types. The Project Plans and Specifications will indicate the specific type of Bedding, cradling, or encasement required in the various sections of the pipe Sewer construction. The types and detailed requirements of Bedding, Concrete cradling, and Concrete encasement are shown in the Drawings of the Standard Details of Sewer Construction. For flexible pipe 18” in diameter or greater, Standard Detail sheet 6 applies. 2. Use of Bell and Spigot Pipe. Where bell and spigot pipe are to be used, provisions must be made for suitable bell holes to avoid pipe support on the bells, and to e nsure continuous uniform bearing and support at the specified grade for the pipe barrel between pipe bells. No blocks, wedges, or other devices shall be used to support the pipe or to prevent uniform bearing of the pipe on its Bedding. 3. Class “C” Bedding. a. Class “C” Bedding is to be used when the trench width below one foot (1’) above the top of the pipe does not exceed the payline width as shown in Table 1 of the Standard Details. The bedding shall be placed as shown in the Standard Details of Sewer Construction. b. Where jetting is not allowed or required, the Bedding must be compacted to a minimum of 90% modified proctor or as specified in the Project Plans and Specifications. SECTION D PIPE LAYING. 1. Handling of Pipe. Equipment used to handle, lay, and joint pipe shall be so equipped and used as to prevent damage to the pipe and its jointing materials. All pipe and fittings shall be carefully handled and lowered into the trench. Damaged pipe or jointing material shall not be installed. 2. Laying of Pipe. a. Pipe shall be laid true to lines and grades given on the Project Plans. The bell or groove end shall be laid upstream with the ends abutting to form a concentric joint without shoulders or unevenness of any kind along the invert of the pipe. Bell holes shall be dug to relieve the bell of all load and to be no larger than necessary. For all pipe required to be laid to a curved alignment, an electronic copy of a proposed laying diagram must be submitted to the District for review and approved prior to manufacture and construction. b. Suitable means shall be used to force the spigot end of the pipe into the bell end without damage to the pipe and its jointing materials, and without disturbing the previously laid pipes and joints. PART 4 - PIPE 71 c. Rubber O-ring gaskets on Concrete pipe shall be “equalized” according to manufacturer’s directions before final assembly of the pipe joint so that the gasket tension is equalized before the joint is driven “home.” 3. Bedding, Cradling, or Encasement. a. Special care shall be taken to ensure that the pipes are solidly and uniformly bedded, cradled, or encased in accordance with the type of Bedding, cradle, or encasement required by the Project Plans and Specifications, and as shown in the Standard Details of Sewer Construction. No pipes shall be brought into position until the preceding length has been bedded and secured in place. b. Where Concrete encasement is required, the pipe shall be supported at not more than two places with masonry supports or selected cut hardwood of minimum size sufficient to provide the required clearance and to prevent displacement during placing of Concrete. 4. Water in Excavation. Water shall not be allowed to rise in the excavation until the joint materials and any Concrete cradle or encasement is hardened and cannot be damaged by the water. Particular care shall be used to prevent disturbance or damage to the pipe and the joints during backfilling, or at any other time. 5. Cleaning of Pipe Interior. As the Work progresses, the interior of the Sewer shall be cleaned of all dirt, cement, extruded joint materials, debris, and other extraneous materials. 6. Protection of Pipe. Whenever pipe laying is stopped for any significant length of time, such as at the end of a workday, the unfinished end shall be protected from displacement, flotation, cave-in, in-wash of soil or debris, or other injuries. A suitable temporary tight-fitting plug, stopper, or bulkhead shall be placed in the exposed bell, groove, or socket end. 7. Fittings and Special Pipes. Tees (T-Junction), wyes (Y-Junction), slants, stubs, reducers, bends, elbows, curves, radius-pipe, curved pipe, fittings, or other special pipes shall be installed at the places shown on the Project Plans, or where ordered by the Director. The fittings and special pipes shall be made of a compatible material, type, and class or strength designation as the pipe required by the Project Plans and Specifications and shall be installed in accordance with the pertinent Standard Details of Sewer Construction and these specifications. 8. Future Connections. Wye and Tee-branches, slants, stubs, or other fittings installed in the pipe or built into manholes, junction chambers, or appurtenant structures for future connections shall be closed at the outer end. For pipes PART 4 - PIPE 72 twenty-seven inches (27”) in diameter or smaller, an approved stopper or cap shall be installed in the bell or socket using the same type joint or jointing material as required for the Sewer. For pipes thirty inches (30”) in diameter and larger, an approved stopper, cap, or temporary approved masonry bulkhead to close the outer end shall be constructed of the thickness as required by the Project Plans and Specifications. Care in backfilling shall be used so that such closure and its seal will not be disturbed. 9. Elliptical Pipe. a. When elliptical pipe is required by the Project Plans and Specifications, it shall meet the requirement of Part 2, “Materials of Construction”. b. The standard Bedding for elliptical pipe is Class “C” (Modified). c. The horizontal inside dimension shall be used to determine the size and type appurtenances to be built on the line. d. The joint will be made with sufficient approved rubber mastic sealant to fill the joint and a two-foot (2’) width of Type 2 filter fabric placed around the outside of the joint. 10. Force Main. a. Where a Force Main is required by the Project Plans and Specifications, it shall meet the requirements of Part 2, “Materials of Construction”. b. The Force Main shall be provided with appropriate appurtenances where necessary, such as automatic air relief valves, thrust blocks, cleanouts, cleanout manholes at low points in Force Main, and tuned locator disks as specified. c. The Standard Details of Sewer Construction show a cleanout detail. d. The Force Main shall be bedded in carefully placed selected earth Backfill unless otherwise shown on the Project Plans and Specifications. e. The Force Main shall be laid on a continuous rising grade from the lift station or cleanout manhole to the manhole on the gravity Sewer. f. After backfilling has been completed, the force main shall be tested to a pressure of 50 P.S.I. above the normal operating pressure of the system, unless otherwise specified. The leakage shall be measured by pumping into the line with a pump capable of maintaining the required pressure and metering the amount of water necessary to sustain the pressure for a period of four (4) hours. The test when so conducted, shall indicate a leakage of not more than fifty (50) gallons per inch of pipe diameter per mile per day, and no leaks shall become apparent on the surface of the ground. Should surface leaks become apparent, or should the leakage exceed that specified, the leaks shall be located and PART 4 - PIPE 73 repaired, and the line re-tested until it fulfills the above requirements. SECTION E CONCRETE CRADLE. When a Concrete cradle is required by the Project Plans and Specifications, it shall be of low slump Class “A” Concrete. It shall be constructed according to the details in the Standard Details of Sewer Construction. Backfill materials may not be placed above the Concrete until it attains its initial set. SECTION F CONCRETE ENCASEMENT. When an encasement is required by the Project Plans and Specifications, it shall be a low slump Class “A” Concrete. It shall be constructed according to the details in the Standard Details of Sewer Construction. Backfill materials shall not be placed until the Concrete attains its initial set. SECTION G STRUCTURES. 1. General. The Contractor shall build manholes, inlet-manholes, inlets, junction chambers, headwalls, Culverts, and such other miscellaneous structures as are required at the locations shown on the Project Plans; and of the forms, dimensions, and materials as shown in the Standard Details of Sewer Construction or Project Plans and Specifications, or as otherwise directed. The structures will be of Concrete, plain, or reinforced as required. Brick masonry will be considered when requested and approved in writing. Where the top elevation is not shown on the Project Plans, the structure or appurtenance shall be built to conform to the elevation of the surrounding area so as to ensure positive drainage. Manholes for sanitary or Combined Sewers shall be of the precast Concrete or poured- in-place Concrete type unless otherwise required by the Project Plans and Specifications. With the exception of the manholes noted in the Project Plans and Specifications, manholes shall be damp proofed on the exterior. a. For new structures installed on finished slopes greater than 10% a six-foot diameter area around the access manhole must be level. This can be accomplished by installing a wall on the up-slope or down-slope side of the manhole. 2. Vertical Alignment. a. The various structures shall be built as the pipe laying or Sewer construction progresses. The Director, at his/her discretion, may stop the laying of pipe, or the building of other structures until the structure just passed has been completed. Completion of the structure shall include the installation of fittings and connections to pipes and other construction as shown on the Project Plans. b. Structures shall not be out of plumb more than one foot (1’) in thirty feet (30’) of depth. PART 4 - PIPE 74 3. Concrete Structures. a. Concrete structures shall be built of Class “A” Concrete as shown in the Standard Details of Sewer Construction or on the Project Plans. The structure shall be built on prepared foundations, conforming to the dimensions and shapes shown on the Project Plans. The construction shall conform to the methods, forms, mixture, placement, and curing for Concrete as specified in Part 5 of these specifications, the Standard Details of Sewer Construction, and the Project Plans and Specifications. b. Any required reinforcement shall be of the kind, type, and size; and shall be located, spaced, bent, and fastened as shown in the Standard Details of Sewer Construction, or the Project Plans. c. All invert Channels shall be accurately constructed and shaped so as to be smooth, uniform, give minimum resistance to flow and shall slope downward toward the outlet. 4. Precat Manholes, Inlets, and Appurtenances. a. Where precast Concrete structures are permitted or required by the Project Plans, they will be manufactured in accordance to Part 2 of this specification and to the sizes and shapes detailed in the Standard Details of Sewer Construction for these specifications. b. Precast manholes will require concentric cones in all cases. Flat slabs and eccentric cones will only be allowed with special permission. c. Joints for the precast manhole structures shall be formed with male and female ends so that when the manhole base, riser, and top section are assembled, they will make a continuous, uniform manhole. The sealant between manhole sections shall be an elastomeric O-ring joint conforming with ASTM C443, or it may be of a flexible rubber mastic sealant conforming to the requirements of AASHTO M-198B. d. The Project Plans shall indicate the required orientation of the precast Concrete unit. e. When the precast units are delivered to the project site, damaged, cracked, or imperfect sections will not be allowed to be installed unless approved by the Director. f. No field modification will be allowed to the structure unless it is determined that such modifications will not adversely affect the strength or function of the structure. g. After the excavation has been completed to the required dimensions specified on the detailed plan, the base shall be leveled off to receive the bottom section. If necessary, to provide a more level and solid foundation, a crushed limestone base may be required. The base must be set level so all water in the structure will drain toward the designed outlet. PART 4 - PIPE 75 h. Assemble the multi-section structure by lowering each section into the excavation, and firmly position one section on top of the other before backfilling. i. The jointing material required shall be installed at the job site. j. To ensure joint integrity, give particular attention to removing all foreign materials such as dirt, mud, and stones from the joint surfaces and see that all sealing materials are placed in accordance to the manufacturer’s recommendation. k. If a misalignment of sections occurs during installation, remove the upper section. If the sealing material is damaged, clean the joint surfaces before replacing new sealing material. l. The allowable variance in vertical plumb is one foot (1’) in thirty (30) vertical feet. m. Backfill the precast structure as soon as practical. n. The precast base of all structures will require that the inlet and outlet openings be installed prior to delivery to the project site, except when installation has been approved on existing pipes. o. All connections shall be by an approved patented compression type, and will not be allowed through joints; therefore, the height of riser sections should be designed accordingly. 1. The maximum percent grade and/or horizontal deflection for the use of “A-Lock” or “Z-Lock” connections are 12% (7º) and 46% (25º), respectively. 5. Brick Masonry Construction. a. All materials used in brick masonry construction shall conform to the requirements of Part 2. b. Mortar for Sewer construction shall consist of a uniform mixture of portland cement and masonry sand with the minimum amount of water necessary to produce the required consistency for the particular required use. No ad-mixtures shall be used without the approval of the Director. Mortar for brick masonry and plastering shall consist of one (1) volume of cement and three (3) volumes of sand. One (1) sack or ninety-four pounds (94 lbs.) of portland cement shall be considered to have a volume of one (1) cubic foot. Mortar shall be prepared in suitable mixing equipment or for small amounts, on a hard-impervious surface. It shall be kept free at all times from earth, debris, and contamination of other deleterious substances. Retempered or partially set mortar shall not be used. c. Mortar required for patching or jointing areas in the vicinity of sanitary sewage shall be of an approved rapid setting variety. d. A prepared foundation shall be placed for all brick structures after the foundation excavation is completed. This shall be of PART 4 - PIPE 76 the materials and dimensions shown in the Standard Details of Sewer Construction, or on the Project Plans and Specifications. e. All brick shall be thoroughly clean. The bed which is to receive the bricks shall be thoroughly cleaned and damp but should be free of water before placing mortar thereon. All bricks shall be laid in courses in freshly made mortar, using the shoved-joint method so as to thoroughly bond them into the mortar and always with the joints completely filled with mortar. The bricks shall be laid in a workmanlike manner, and true to the lines and grades indicated on the Project Plans. The arrangement of headers and stretchers shall be such as will thoroughly bond the masonry. Unless otherwise indicated, brick masonry shall be of alternate headers and stretchers with consecutive courses breaking joints. In manholes, all bricks in each course shall be headers. The course shall be laid continuously with joints broken or alternating evenly with the joints in the preceding courses. Horizontal joints shall average three-eighths inch (3/8”) but shall be not less than one- fourth inch (1/4”) nor more than one-half inch (1/2”) in thickness. Face joints shall be flush and neatly struck, and all joints on unexposed faces shall be solidly filled. No spalls or bats shall be used except in shaping around irregular openings or connections, or when unavoidable to finish out a course. In this case, a full brick shall be used at the corner with the bat in the interior of the course. If any brick is moved or a joint broken during laying, the brick shall be removed, the mortar thoroughly cleaned from the brick, bed and joints, and the brick re-laid in fresh mortar. Where required by the Standard Details of Sewer Construction, or by the Project Plans and Specifications, the inside and outside surfaces of brick masonry shall be neatly plastered with mortar to a thickness not less than one-half inch (1/2”), and be finished to a true, uniform, continuous, smooth surface. All plastering shall be applied as the manhole or brick structure is constructed, as opposed to plastering upon completion. On completion of each brick structure, all waste mortar and debris shall be immediately removed from the structure, and any necessary repairs or required pointing shall be completed. f. Brick masonry, plastering, and mortar shall be protected against damage from freezing or lack of moisture. Brick masonry shall not be constructed when the temperature is 40 degrees Fahrenheit or lower without approval of the Director nor without adequate approved means for protection against freezing. Brick masonry shall have sufficient moisture for proper curing and be protected from drying. Requirements for protection of brick masonry and masonry materials are the same as required for Concrete structures. 6. Inlet and Outlet Pipes. Inlet and outlet pipes shall extend through the walls of structures only a sufficient distance beyond the outside surface to allow for connections as shown in the Standard Details of Sewer Construction, on the Project Plans, or otherwise directed. For plastic pipe, the section of the pipe above spring line shall be trimmed flush with the inside face of the structure. It is not required that rigid pipes be trimmed flush with the inside face of the structure. Concrete or brick masonry or mortar shall be placed around the pipes as to provide full continuous contact PART 4 - PIPE 77 between masonry and outside of pipe to prevent leakage and to form a neat connection. Adequate water stops, approved by the Director, shall be used with all plastic pipe on all inlet and outlet pipes. In brick manholes and inlets, a rowlock arch shall be placed over all incoming and outgoing pipes 7. Setting of Castings, Frames, Fittings, and Steps. a. All castings, frames, and fittings shall be placed in the positions shown in the Standard Details of Sewer Construction or Project Plans or as directed and shall be set true to line and to correct elevation upon an approved flexible rubber mastic sealant. If frames or fittings are to be bolted or anchored in Concrete or brick masonry, all anchors or bolts shall be set and held in place before the sealant is placed. b. When frames or fittings are to be placed upon previously constructed masonry, the bearing surface of masonry shall be brought true to line and grade to present an even bearing surface clean and free of debris particles. The unit shall be set with an approved rubber mastic sealant as shown in the Standard Details of Sewer Construction or the Project Plans. All units shall be firmly and securely seated. c. Frames and cover, frames and grates, or other similar pairs of items shall have true common bearing surfaces such that the covers or grates will seat firmly without rocking or shifting. The grates or covers shall be placed after the frames or fittings have been installed. d. Sanitary manholes in areas subject to ponding, flood plains, and Swales shall have manhole cover and frame seals installed. 1. Manhole covers shall be sealed with manhole cover gaskets and be locking covers. 2. Manhole frames shall be sealed to the manhole structure with an internal rubber seal. The seal shall cover the frame and manhole structure, including adjustment rings and be capable of vertical expansion of not less than two (2) inches when installed. For new construction external seals may be used if the interior of the manhole is marked indicating their use. 3. Manhole Cover Seals a. General - Sanitary manhole covers on sanitary manholes noted on the Project Plans and Specifications shall be sealed with manhole cover gaskets or with gasketed manhole lids as approved by the Director. 4. Manhole Frame Seals a. General - An internal rubber seal shall be installed on sanitary manholes noted on the Project Plans and Specifications. A rubber seal extension to cover any additional heights of chimney not covered by the seal PART 4 - PIPE 78 itself shall be used as directed by the manufacturer's representative or the Director. The internal rubber seals shall be as approved by the Director. b. Installation – A flexible rubber mastic sealant shall be used in the joint between the manhole frame and chimney or cone. Detailed installation procedures shall be in accordance with the manufacturer's instructions. e. Steps shall be installed as shown in the Standard Details of Sewer Construction. When the steps are set in Concrete, they shall be placed and secured in position before the Concrete is placed. When the steps are installed in brick masonry, they shall be placed as the masonry is being built. The steps shall not be disturbed or used until the Concrete or mortar has set and cured for at least seven (7) days. SECTION H TRENCH BACKFILL. 1. Placing of Backfill. a. After the pipe or conduit has been properly bedded, jointed, and inspected, all measurements to record location of Y-Junctions, tees, etc. have been made by the Contractor, and sufficient time has elapsed for the joint materials or for any Concrete or mortar to set and harden, upon permission of the Director, the Backfill may be placed. All requirements of the agency of jurisdiction must be adhered to. b. If the trench is flooded before or during backfilling, or subjected to conditions which might cause flotation of the pipe before sufficient Backfill has been placed, the Contractor shall take the necessary precautions to prevent flotation of the pipe, conduit, or structure. c. Before final acceptance of the Work, additional tamped earth shall be added to restore settled trench surfaces to the required level of the adjacent earth surfaces, or the base or crushed rock wearing surfaces, or to the finished earth base for sodding or for seeding. Where seeding or sodding is not required, the excess earth shall be uniformly and neatly mounded above the trench. d. Backfill in trenches, which are not within or immediately adjacent to pavements of Concrete or pavements on stone or Concrete base, but are located where prevention of Backfill settlement is essential, and where required on the Project Plans or by the Director, and where granular fill is not desired, shall consist of selected job-excavated earth thoroughly compacted with suitable mechanical tampers to the density of the adjacent undisturbed earth. Relative density testing to confirm compaction has been achieved will be required from the Contractor. e. Non-granular job-excavated material shall be free from debris, organic matter, perishable compressible materials, and shall be free from broken pipe, structures, or other construction materials removed in the course of the excavation, debris, and organic PART 4 - PIPE 79 materials larger than six inches (6”) in diameter, nor be in such amount that will interfere with the consolidating properties of the fill material. Care shall be taken that stones and lumps are kept separated and well distributed, and that all voids are completely filled with fine materials. The approved Backfill materials shall be placed in layers not exceeding nine inches (9”) before compaction. 2. Backfill – Granular or Other Compacted Materials. a. Backfill in trenches through pavements of concrete, or wearing surface on concrete, stone base, brick, or macadam in highways, streets, rights-of-way, or wherever prevention of backfill settlement is considered essential and where the Project Plans and Specifications require, shall be made with granular fill from the level six inches (6”) above the top of the pipe to the subgrade elevation of the pavement. b. Granular Backfill shall consist of MSD 3 - Backfill as indicated in Section 2 Materials. c. “Pea gravel” or similar granular materials approximately uniform in size and without bonding properties shall not be used. d. All granular Backfill materials shall be compacted by mechanical compaction unless otherwise approved by the District. e. Private Development project which are constructing sanitary and/or storm Sewers will be required to use granular backfill (MSD 3) as outlined in Section H.2. For these Private Development projects, jetted backfill may be allowed in lieu of mechanical compaction unless otherwise required by the Private Development Design Engineer. 3. Backfill – Jetted (Non-Pavement Areas). a. Jetting may be used if not prohibited by the Project Plans and Specifications. If water jetting is allowed, the trench is to be uniformly flooded and poled or jetted with water and with care to avoid damage to the newly laid Sewer. After the Backfill in the trench has substantially dried and completed its settlement, any settlement below the finished grade shall be refilled with additional earth. b. No separate payment will be made for jetted Backfill, all costs of which are included in the bid prices for excavation. 4. Backfill – Flowable Fill or Low-Density Cellular Concrete (LDCC). a. When required by the Project Plans and Specifications or jurisdictional agency, this Work shall consist of placing flowable fill and/or low density cellular Concrete (LDCC) to fill trenches for pipe, structures, Culverts, Utility cuts, and other Work under pavement or as designated on the Project Plans and Specifications or by the jurisdictional agency. See Part 5, Section G of these specifications for information on materials, proportions, and PART 4 - PIPE 80 placement. In pipe trenches the flowable fill and/or LDCC will be used in the top five (5) feet of the pipe trench. 5. Backfill – Compaction Testing. a. The Contractor shall obtain and furnish to the District a Moisture – Density curve developed by a soil engineer or competent test laboratory for the material that is to be used as Backfill. During construction, density tests shall be run as required by the Project Plans and Specifications. A minimum of two tests per Reach of pipe or one test per 100 feet of trench, whichever is greater, will be required. The testing company shall submit test results directly to the District and Contractor. Density tests will not be paid for separately. SECTION I METHODS OF MEASUREMENT AND BASIS OF PAYMENT. 1. General. a. Payment will be made for the materials furnished and completed Work done under the Contract as stated herein in accordance with actual measurements. The Contractor shall not be entitled to receive additional compensation for anything furnished or Work done, except for extra work authorized by written order of the Director, or for which provision has been made in the Project Plans and Specifications, which will state the method of measurement and basis of payment for any item of construction not covered by this section of these specifications. b. It is the intent of these specifications to pay only once for any given item of Work or material to be furnished, except where it is clearly specified as an addition to the bid price for the unit quantity. Duplication of quantities, units, or bid items will not be permitted, even though the Project Plans and Specifications may, through an error or oversight, allow such duplication. 2. Pipe Sewers. a. Payment will be made for completed pipe sewers, round or elliptical, for each size, kind, and class of pipe laid at the respective bid price per lineal foot. The length for which payment will be made will be the measured horizontal distance for each along the centerline of the pipe exclusive of the distance between the inside faces of each connected structure, Sewer, manhole, inlet-manhole, inlet, junction chamber, transition section, or other similar structures. The payments made shall include all costs of labor, materials, tools, and equipment; and shall be full payment for furnishing, installing pipe, testing, jointing materials, crushed limestone in replacement of over dig; and furnishing, placing, and compacting the Bedding. In addition, unless otherwise specified for Force Mains, the payments made shall include all costs for appurtenances such as air relief valves, thrust blocks, cleanouts, cleanout manholes at low points in Force Main, and tuned locator disks as specified. b. Payment also includes approved connectors for dissimilar pipe materials and all costs for connection of the pipe. When manhole PART 4 - PIPE 81 tees are used for manhole structures, the distance between the inside faces shall be excluded from the length of completed pipe Sewers for which payment will be made. 3. Curved or Radius Pipe. Unless otherwise provided in the Project Plans and Specifications, no additional payment will be made for curved or radius pipe which shall be measured and paid for in the same manner as described for straight pipe. Any additional costs for curved or radius pipe shall be included in the bid price per lineal foot for pipe of the size, kind, and class involved. 4. Tees, Wyes, Bends, Stubs, Etc. a. Payment will be made for tees, wyes, bends, stubs, slants, and other specials where required by the Project Plans and Specifications, or where ordered by the Director, at the bid price for each, and as an addition to the amount paid for the completed pipe Sewer containing such special, except where the cost of a special is included in the lump sum bid price for a given bid item. The payment for the special shall include furnishing and installing of an approved stopper, cap, or cover. b. Payment for the check valves shall include all costs and labor for providing and installing the check valve and shall be paid for under the Pay Item “Check Valve.” 5. Concrete for Encasement. a. Payment will be made for Concrete encasements at the bid price per cubic yard. The quantity for which payment will be made will be the respective quantity per lineal foot for each size pipe as tabulated in the Standard Details of Sewer Construction and for the actual length of Sewer so encased. b. Such payment shall include the entire cost of furnishing and placing the Concrete cradle or encasement as shown in the Standard Details of Sewer Construction. It also shall include the costs of the necessary excavation beyond Payline Limits, and also the cost of supporting and securing the jointed pipe against movement during the placing of the Concrete. 6. Manholes. a. Payment will be made for each manhole on pipe Sewers twenty-four inches (24”) in diameter and smaller at the bid price per lineal foot for completed standard manhole construction for the vertical distance between the elevation of the top of the cast iron frame, and the elevation of the flowline at the manhole center. Such payment shall include all costs of the manhole base, invert, walls, plastering where required, making pipe connections, and steps, frames, and covers and seals where required. b. Payment will be made for each manhole on pipe Sewers twenty-seven inches (27”) in diameter and larger at the bid price per lineal foot for completed standard manhole construction for the vertical PART 4 - PIPE 82 distance between the elevation of the top of the cast iron frame and the elevation for the top of the bottom section of the manhole. Such payment shall include all costs of such manhole construction including plastering where required, steps, frame and cover, seal where required, and making pipe connections. c. Payment for the bottom section of manhole shall include all costs of such construction, including the base, invert, walls, plastering where required, manhole steps, and making pipe connections. The bottom section of the manhole shall include all construction below that elevation determined by the sum of the average elevation of the flowline at the manhole center and one of the following: 1. Inside vertical dimension of outlet pipe plus twelve inches (12”) for pipes with vertical dimensions twenty-seven inches (27”) through fifty-one inches (51”). 2. Inside vertical dimension of outlet pipe plus eighteen inches (18”) for pipes with vertical dimensions fifty-four inches (54”) through seventy-two inches (72”). 3. Inside vertical dimension of outlet pipe plus twenty-four inches (24”) for pipes with vertical dimensions seventy-five inches (75”) through ninety-six inches (96”). d. Payment will be made for completed foul water drop construction as an addition to the payment made for the completed manhole. Such payment will be made at the lump sum bid price of each location, or for the designated location; and shall include all costs of excavation, lumber left in trench, Concrete, drop pipe, pipe elbow, jointing, and the additional cost of the pipe junction on the Sewer and its Concrete encasement. 7. Inlet - Manholes. a. Inlet-manholes are inlets with an incoming pipe and built with standard manhole diameter. Payment will be made for each inlet- manhole as described for manholes, except that the vertical distance for payment as a manhole shall exclude the top three feet (3’) of each inlet-manhole. b. Payment for the top three feet (3’) of each inlet-manhole will be made at the lump sum bid price for inlet-manhole top section, of the type required by the Project Plans and Specifications and shown in the Standard Details of Sewer Construction. Such payment shall include all costs of the completed top section, excluding payment for excavation. Such payment shall also include any costs for the transition from a manhole to inlet section, and all costs for the construction of the required gutter sump, including the removal and replacement of pavement and curbing required for construction of the inlet-manholes. 8. Inlets. Payment will be made for each inlet of standard depth at the bid price for the type of inlet required by the Project Plans and Specifications PART 4 - PIPE 83 and shown in the Standard Details of Sewer Construction. Such payment shall include all costs of the base, walls, top, sill, blocks, angle seats, cement mortar, plaster, pipe specials for the trap when a trapped inlet is required, steps, grates and covers; all costs for the construction of the required gutter sump, including the removal and replacement of pavement and curbing required for construction of the inlets. Unless otherwise indicated in these specifications or Standard Details of Sewer Construction, the standard depth of an “inlet” shall be four feet (4’). When the depth of an inlet as built exceeds the standard depth, additional payment shall be made for the excess depth, at the bid price per lineal foot for Standard Manhole Construction. The excess depth shall be the difference between the standard depth shown in the Standard Details of Sewer Construction, and the vertical distance between the low point of the inlet floor and the top of the inlet stone. 9. Double Inlets. Payment will be made for double inlets as required by the Project Plans and Specifications, and as shown in the Standard Details of Sewer Construction similarly as described for inlets at the bid price for each type of multiple-unit inlets except that excess depth will be paid at twice (2 times) the bid price per lineal foot for Standard Manhole Construction for Double Inlets. 10. Junction Chambers. Payment will be made for each junction chamber completed as required by the Project Plans and Specifications at the lump sum bid price for constructing the junction chamber. Such payment shall include all costs of masonry, forms, Concrete, reinforcing steel, steps, manhole construction above the top of the chamber, and making pipe connections, but exclude payments for lumber ordered left in trench, excavation, and granular fill. 11. Trench Backfill. a. Payment will be made for compacted Backfill at the bid price per cubic yard for compacted Backfill. Such payment shall include all costs of furnishing and compacting the Backfill as specified. The quantity for which payment will be made is computed volume based on a trench width equal to the Payline Limit width for the given size of pipe, a length equal to the measured horizontal distance between vertical planes representing the average ends of the tamped Backfill as placed in the trench, or to the Payline Limits of an intermediate structure, as shown on the Project Plans or as required; and a depth equal to the average vertical distance measured along the centerline of the Sewer at twenty-five foot (25’) intervals between the elevation, either six inches (6”) above the top of the pipe, or at the top of the Concrete encasement, and either the bottom of the pavement base, or the surface of the ground or the elevation given on the Project Plans or ordered by the Director. b. Payment will be made for flowable or LDCC Backfill at the bid price per cubic yard for flowable fill or LDCC. Such payments shall include all costs for materials, labor, and testing required to place the flowable fill or LDCC. The quantity for which payments PART 4 - PIPE 84 will be made is described in item a. above less any volume occupied by granular fill or pavement. c. No separate payment will be made for the placing of Backfill either uncompacted or consolidated by jetting or supplemented due to settlement below the required elevation. Its costs shall be included in the bid prices for excavation. 12. Backfill Around Structures. a. Payment will be made for the computed quantity of Backfill for manholes, inlet-manholes, inlets, junction chambers, or other structures, at the respective bid price per cubic yard for the class or classes of Backfill involved. For manholes, inlet- manholes and inlets, the volume for which payment will be made for compacted Backfill or for granular fill shall be that of a prism bounded by vertical planes or surfaces six inches (6”) from and parallel with the outermost lines of the structure, and a height equal to the average distance between the original ground surface, Subgrade of replacement pavement base, or the elevation shown on the Project Plans or ordered by the Director, and the Subgrade for the structure, less the computed gross volume of the structure. For junction chambers or other special structures requiring form work, the volume for which payment will be made for Backfill shall be that of a prism bounded by vertical planes or surfaces twelve inches (12”) from and parallel with the outermost lines of the structure, and an average height computed as described immediately above for manholes, etc., less the computed gross volume of the structure. b. No separate payment will be made for Backfill around manholes, inlet-manholes, catch basins, inlets, junction chambers, and other structures unless granular Backfill, flowable fill or mechanically compacted Backfill is required or ordered by the Director. 13. Granular Backfill. a. Payment will be made for granular Backfill at the bid price per cubic yard for “Granular Backfill” for the computed volume measured in place after final compacting. b. The volume of compacted granular fill for each Sewer will be based on a square-bottomed trench with vertical sides, a distance apart equal to the Payline Limit trench width; a length equal to the measured horizontal distance between vertical planes represe nting the average ends of the granular fill as placed in the trench, or to the Payline Limits of an intermediate structure as shown on the Project Plans or as required; and a depth to the average vertical distance measured along the centerline of the Sewer at twenty-five foot (25’) intervals between the elevation, either six inches (6”) above the top of the pipe or at the top of Concrete encasement, and either the bottom of the payment base or the elevation to which granular fill is required on the Project Plans or ordered by the Director. The volume of compacted granular fill surrounding manholes, inlet-manholes, inlets, and catch basins of junction chambers and special structures requiring form work, will be computed separately. PART 4 - PIPE 85 c. The cost of any additional granular fill required beyond Payline Limits due to unauthorized excavation beyond Payline Limits is to be borne by the Contractor. 14. Special Structures. Payment will be made for each special structure completed as required by the Project Plans and Specifications at the lump sum bid price for constructing the type of special structure indicated. Such payment shall include all costs of masonry, forms, Concrete, reinforcing steel, steps, castings, brick, and manhole construction above the chamber, if required, but exclude payments for lumber ordered left in trench, excavation, and granular fill, which will be paid for separately. 15. Laterals. Payment for lateral connections will include the first five linear feet of pipe from the connection to the main. The remaining linear feet of pipe after the first five feet to the private connection, will be paid at the respective bid price per linear foot. All footage measurements will be made parallel with the center line of the pipe. PART 5 - CONCRETE 86 PART 5 CONCRETE CONSTRUCTION SECTION A GENERAL. Concrete shall be composed of portland cement, fine and coarse aggregates, and aggregates, properly proportioned by weight, thoroughly mixed, and of proper consistency. An air-entraining agent or an admixture, uniformly dispersed through the concrete during mixing, shall be added to all Class A Concrete, or for appropriate special construction as required by the Project Plans and Specifications. SECTION B MATERIALS. Materials for concrete shall conform to the pertinent paragraphs in Part 2 of these specifications. In general, only one source and kind of material conforming to these specifications shall be used throughout the Work of constructing each complete unit of the particular Contract. Prior to beginning the Work, the District shall be informed of the kind and source of materials to be used. When reference is made to a material, it is intended to relate only to the kind and source of the material (such as washed gravel, crushed limestone, washed Mississippi, Missouri, or Meramec River sand) and not to its grading requirements. All fine and coarse aggregate must be stored separately and shall be kept clean and free from contamination. The mixing of materials from different sources will not be permitted. In no case shall frozen lumps or partially cemented materials be used. All fine and coarse aggregate must be stored separately and shall be kept clean and free from contamination. The mixing of materials from different sources will not be permitted. In no case shall frozen lumps or partially cemented materials be used. SECTION C CLASSES. 1. General. a. Concrete will be designated by classes. These specifications and the Standard Details of Sewer Construction will state which class and type of cement is to be used for each structure. Except where otherwise required in the Project Plans and Specifications, Class “A” concrete is required. Type I cement normally will be used, except for Sanitary or Combined Sewers for which Type II cement will be used. The following table shows the classes of concrete, the minimum cement content per cubic yard, and the maximum water content per sack of cement, including free moisture in the aggregates. C O N C R E T E Class PORTLAND CEMENT (Sacks) Per Cubic Yard MAXIMUM WATER (including Free Moisture in Aggregates) Gallons Per Sack A 6 6 ½ B 4 8 ½ C 2 9 ½ PART 5 - CONCRETE 87 b. If the Contractor desires to add more water to a given class of concrete than is permitted by the table in order to facilitate placing, and the Contractor is given permission by the Director, the Contractor must maintain the same water-cement ratio as shown in the table by adding proportionally additional cement. The minimum compression strength for Class “A” Concrete shall be 3500 psi at 28 days. 2. Proportioning. a. The proportions of materials shall be such as to produce a concrete of the required strength that can be placed easily into the corners and angles of forms and around reinforcements with the method of placing used in the work, and without separation or segregation of the materials or collection of free water on the concrete surface. b. All materials shall be proportioned by weight. The quantities of fine and coarse aggregates for each batch shall be exactly sufficient for one or more sacks of cement. No batching requiring fractional sacks of cement will be permitted. Proportioning by volume will be allowed only with permission during emergencies and for a total volume less than one cubic yard. c. Prior to the start of a construction project, the concrete mix design intended to be used shall be submitted to the Director for approval. 3. Admixtures. No admixture except air entrainment shall be used without the approval of the Director. The proposed mix design supported with independent test results shall be submitted with all admixture approval requests. Air-entraining admixtures shall conform to the requirements of Part 2. When an admixture is to be used, a dispenser capable of accurately measuring and adding the required amount of admixtures to the batch at the beginning of the mixing period shall be provided at the mixer. The minimum required compression strength and durability shall not be reduced or compromised by any admixture. 4. Air-Entrained Concrete. a. All Class “A” concrete shall be air entrained. b. Freshly mixed air-entrained concrete shall contain the following amounts of entrained air when measured by the volumetric method ASTM C173, or by the pressure method ASTM C231: AIR CONTENT BY VOLUME MAXIMUM SIZE OF COARSE AGGREGATE MAXIMUM % MINIMUM % 1 ½”, 2”, or 2 ½” 6 4 ¾” or 1” 7 5 3/8” or ½” 8 ½ 6 ½ PART 5 - CONCRETE 88 c. Mixes should be designed for the recommended air content and adequate control provided to keep air content within required limits. The Contractor shall maintain close control over the uniformity of the concrete, and over the cement, aggregates, water content, consistency, operation, and accuracy of proportioning, mixing time, and operating equipment, until finally placed in the forms. d. Air entrainment shall be obtained by the use of an approved air- entraining agent added in the quantity required to obtain an air content within the specified limits. All air-entraining agents shall be added to the concrete during the process of mixing. The agent shall be accurately measured and dispensed by means of an approved mechanical dispenser, which will automatically and gradually discharge the required amount of material into the stream of mixing water before all of the mixing water has entered the mixer drum. 5. Consistency. a. The consistency of the concrete shall be such that the slump, when measured according to ASTM C143, is the least compatible with workability and ease of placing. In general, the slump tested at the placement site shall meet the following requirements: REQUIRED SLUMP KIND OF WORK INCHES Paving 4 Reinforced Concrete Structure 4 ± ½ Unreinforced Concrete 3 ± ½ Tremie-placed Concrete 7 ± 1 b. Additional water shall not be added at the site except with permission of the Director and under strict supervision of the Contractor, and then only in an emergency. Such additional water shall be added only in small increments and then only in the smallest amount necessary within the required limits of consistency for the particular work and shall be uniformly mixed and incorporated into the unplaced concrete before deposition in the forms. SECTION D BATCHING AND MIXING. 1. Plant-mixed or Ready-mixed Concrete. a. Along with its preparation, it shall conform to the requirements of Standard Specifications for Ready-mixed Concrete ASTM C94 and these specifications. All scales and measuring equipment shall be regularly tested and approved by the Inspector of Weights and Measures of the City of St. Louis, or the municipal agency of jurisdiction, or the State of Missouri, and as often thereafter as may be required by the Project Plans and Specifications. Concrete plants shall be open to inspection by the Director at any reasonable time that may be necessary and also during the time while furnishing concrete to any District project. All batching, mixing, and approved delivery equipment shall be maintained in PART 5 - CONCRETE 89 good condition, adjustment, and operation. Batching of aggregate from bins where the aggregates come directly from the screening plant or washer, or in which the aggregate may segregate, shall not be permitted. Any batch of concrete which does not meet the requirements of these specifications shall be rejected and replaced with acceptable concrete at the expense of the Contractor whether at the plant or delivered at the site of Work. b. The concrete shall be mixed until all materials are uniformly distributed within the mixture, and for a period not less than one minute after all materials are in the mixer drum, when the drum is revolving at the speed for which it was designed. No materials for a batch of concrete shall be placed in the drum until all of the previous batch has been discharged therefrom. The water shall be added at the time the materials are being run into the mixer. c. During construction, test cylinders shall be taken as required by the Project Plans and Specifications. On Channel construction and reinforced concrete structures at least four cylinders shall be taken each day that concrete is poured. The Contractor will be responsible for the work involved and any cost of the protection of cylinders, prompt pick up from jobsite and Local testing. 2. Handmixing. a. Handmixing of concrete will not be permitted except in case of an emergency. b. If handmixing is permitted, it shall be done on an impervious surface, such as a concrete pavement, using the same proportions with the addition of one extra sack of cement for each cubic yard of concrete mixed. The sand and cement shall be mixed dry until the mixture shows an even color throughout. The mixture shall be spread to a depth of eight inches on the mixing board, and the coarse aggregate then be spread to an even depth over it. The combined mixture shall then be cut through, turned, and mixed with square-end shovels. Water shall be added from time to time and mixing continued until all materials are uniformly distributed throughout the mixture. Excess water shall be avoided in order to meet the requirements of the slump test. Aggregates and water shall be accurately measured. SECTION E CONVEYING AND PLACING. 1. Standard Practice. a. The standard practice for conveying and placing concrete as outlined by the American Concrete Institute shall be followed. Concrete shall be conveyed from the mixer to the place of final deposit by methods which will prevent separation or loss of materials and contamination due to debris, dirt, or any foreign material. The maximum height of an unconfined drop of concrete shall be six feet. Equipment used shall be suitable and in good clean mechanical condition. Before placing concrete in the forms or in the place of deposit, all debris and foreign materials, soft earth, mud, and water shall be removed. No concrete shall be placed in water unless entirely unavoidable, and then only if such PART 5 - CONCRETE 90 method of placing that will prevent washing and dilution of the concrete. Steel or wood forms shall be oiled and treated to prevent adhesion of concrete and damage to the concrete surface upon removal of the forms. Concrete shall be placed as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concreting shall be carried on at such a rate that the concrete is at all times plastic and flows readily into the forms and around reinforcing. No concrete shall be used that has partially hardened or has been contaminated by foreign material or that has been retempered. b. Once concreting has started, it shall be carried on as a continuous operation until the section or structural unit is completed. The top surface shall be leveled or screeded or finished to the shape, level, and type of finish required by the Project Plans and Specifications and Standard Details of Sewer Construction. When construction joints are required, they shall be made in conformance with Part 5 Section H. Care must be used to avoid displacing or disturbing the reinforcing steel. c. All concrete shall be thoroughly compacted by vibrators, spading, or other suitable means during the operation of placing to e nsure that concrete will flow around all reinforcement, embedded fixtures and into the corners and against the surfaces of the forms to give a dense finished product with true surfaces free from honeycombing and other imperfections. d. No more concrete shall be delivered to the project than can be readily placed. All delivery tickets from the concrete shall be machine stamped with time of batch. All concrete not in place 90 minutes from batch time shall be subject to rejection. SECTION F MORTAR AND GROUT. 1. Mortar Mixture for Sewer Construction. a. Mortar for Sewer construction shall consist of a uniform mixture of portland cement and sand with the minimum amount of water to produce the required consistency for the particular required use. No admixtures shall be used without the permission of the Director. All materials shall conform to the requirements specified in Part 2. b. Mortar shall be prepared in suitable mixing equipment or, for small amounts, on a hard-impervious surface. It shall be kept free from contamination, debris, or other deleterious substances until incorporated in the construction. Retempered mortar or partially set mortar shall not be used. 2. Mortar for Other Purposes. Mortar for brick masonry is described in Part 4. Mortar for building or architectural purposes, or for special uses, will be described in the Project Plans and Specifications for such work. PART 5 - CONCRETE 91 3. Grout. a. Grout will be described in the Project Plans and Specifications or in the Standard Details of Sewer Construction with the item for which it is used. Retempered grout shall not be used. Grout shall be kept in a uniformly mixed condition during placing. b. The Contractor shall submit any proposed special grout mixes to the Director for consideration prior to the start of construction. SECTION G FLOWABLE FILL OR LOW DENSITY CELLUALAR CONCRETE (LDCC). 1. Materials and Proportioning for Flowable Fill. a. The Contractor shall use the mix design as designated below. The mix design shall include a list of all ingredients, the source of all materials, the gradation of all aggregates, the names of all admixtures and dosage rates, and the batch weights. Ingredients Design Amounts Per Cubic Yard (1) Cement 75 lbs. (2) Fly Ash Type C 250 lbs. (3) Fine Aggregate 2800 lbs. (4) Water 48.5 gallons (or as needed) (5) Air Entrainment 10 – 15%, by volume (6) Slump 8” minimum b. Only the materials and proportions listed above may be used in the flowable fill mix design and the materials must be in accordance with the materials as listed per section in the current edition of the St. Louis County Standard Specifications for Highway Construction. 2. Materials and Proportioning for Low Density Cellular Concrete (LDCC). a. The Contractor shall use a mix design as designated below or similar to such mix design. The mix design shall include a list of all ingredients, the source of all materials, the gradation of all aggregates, the names of all admixtures and dosage rates, and the batch weights. Ingredients Design Amounts Per Cubic Yard (1) Cement 225 lbs. (2) Fly Ash Type C 225 lbs. (3) Sand 50 lbs. (or as needed) (4) Water 230 gallons (or as needed) (5) Foaming Agent Depends (typically to achieve 30 pcf) (6) Slump Greater than 15” b. Only the materials and proportions listed above may be used in the low density cellular concrete mix design and the materials must be in accordance with the materials as approved by the Engineer. PART 5 - CONCRETE 92 3. Placement. a. The flowable fill mixture shall be discharged from the mixing equipment by a reasonable means into the space to be filled, or by other methods approved by the District. The flowable fill shall be brought up uniformly to the fill line as required by the Project Plans and Specifications. Placing of material over the flowable fill may commence as specified. A vibrator shall not be used in placement of the flowable fill. The materials shall be mixed, delivered, and discharged within two (2) hours. During the filling operation, plugs may be required. Plugs shall be installed to confine the flowable fill. b. The LDCC mixture shall be discharged from the mixing / pumping equipment by a reasonable means into the space to be filled, or by other methods approved by the Director. The LDCC shall be brought up uniformly to the fill line as shown on the Project Plans or as directed by the Director. Placing of material over the LDCC may commence as specified (typically 24 hours after placement) or as directed by the Director. LDCC is 100% self-compacting so no mechanical means shall be used to compact the material. During the filling operation, bulkheads may be required. Bulkheads shall be installed to confine the LDCC as directed by the Director. c. Flowable fill or LDCC shall not be placed on frozen ground. Mixing and placing shall begin only if the air temperature is 35-degrees F minimum and rising. At the time of placement, the material temperature shall be 40-degrees F minimum. Mixing and placing shall stop when the air temperature is 40-degrees F and falling. d. The flowable fill or LDCC shall not be placed in standing water or wet weather conditions. Flowable fill or LDCC shall be protected from freezing and wet weather conditions until the material has stiffened and bleed water subsided during the first 24 hours after placement. e. The flowable fill or LDCC shall not be subject to load nor disturbed by construction activities until a minimum compressive strength of 30 psi for portland cement concrete pavement or 50 psi for bituminous concrete pavement has been attained or as required by the Project Plans and Specifications. f. When backfilling pipe trenches, to prevent uplift of pipe, the Bedding material shall be placed from the bottom of trench to a minimum of six inches above the top of pipe. Granular Backfill shall be placed from top of Bedding material to an elevation of five feet below the pavement Subgrade. Flowable fill must be placed from the top of the granular Backfill to the pavement Subgrade. If the total depth from the top of Bedding material to the pavement Subgrade is less than five feet, then flowable fill shall be placed from top of Bedding material to the pavement Subgrade. PART 5 - CONCRETE 93 4. Testing. a. The sampling of freshly mixed flowable fill material shall be performed according to ASTM C-172, except the elapsed time for obtaining the composite sample shall not exceed two minutes. The sampling shall consist of four test cylinders every 50 yards or at the discretion of the Director. The testing of cylinders shall be performed by a certified lab and paid for by the Contractor. The test results shall be sent to the District. b. A flow test shall start within five minutes of obtaining the composite sample. The test for flow shall consist of filling a 3-inch diameter by 6-inch high open-ended plastic cylinder placed on a smooth level surface to the top with the flowable fill. The cylinder shall be smooth, rigid, and open at both ends and have a maximum variation from the normal inside diameter and length shall be one-eighth inch. The cylinder shall be pulled straight up within 5 seconds. The spread of the mortar shall be measured. For good flow in placement, the diameter of the mortar spread shall be at least 8 inches. Minor flow adjustments may be made by making a minor adjustment in the water or fly ash filler content in the mixture. c. Air content shall be tested in accordance with ASTM C-173, except the bowl shall be filled in one lift without vibration, rodding or tapping. SECTION H CONSTRUCTION AND EXPANSION JOINTS. 1. Construction Joints. a. The placing of concrete shall be so planned that construction joints may be made where shown on the Standard Details of Sewer Construction or on the Project Plans and Specifications, or where approved by the Director, and be so located and constructed as to impair the structure as little as possible. Additional reinforcement shall be provided at construction joints as required by the Project Plans and Specifications, and as directed. A structural key shall be provided as shown on the Drawings or as directed. For a horizontal key, concrete shall be left with a roughened surface. Before concrete is to be placed against any keyed joint, its surface shall be cleaned, and all laitance removed. Immediately before placing the new concrete, the surface of the joint shall be thoroughly coated with neat cement grout. Concrete in walls and columns shall be placed continuously from the base to the bottom of the slab or slab and beam construction. b. Column caps, haunches, and corner fillets shall be considered as a part of the slab or floor construction and shall be placed integrally therewith. Joints in slabs shall be parallel and midway between the main reinforcing. Joints in slab and beam construction shall be located near the middle of the span of slab, beams, or grinders. If a beam intersects a girder, the joint in the girder shall be offset a distance twice the width of the beam. PART 5 - CONCRETE 94 2. Expansion Joints. Expansion joints shall be placed on 20-foot centers on trapezoidal Channels, 50-foot centers on vertical wall Channels, and 50 feet from each end of box Culverts. Expansion joints shall be doweled with No. 4 bars, 12 inches long, placed on 18-inch centers and allowed to slip on one end. The joint shall be a minimum of ½” thick and contain a premolded asphalt filler (ASTM D994) to the exposed surface or bottom of the chamfer. SECTION I FINISHING. 1. General. Immediately after removing the forms, all fins or irregular projections shall be removed from all surfaces except those in contact with Backfill and which are not to be exposed. All construction or special joints in the completed work shall be carefully tooled and be free of all mortar and concrete. Expansion joint fillers shall be left exposed for their full length with clean true edges. On all surfaces, cavities produced by form ties, holes, honeycomb areas, broken edges or corners, and other surface defects shall be cleaned, and carefully filled, pointed and troweled to a true uniform smooth surface with sand-cement mortar mixed in the proportions used in the grade of concrete being finished. Such repaired surfaces shall be kept moist for a period of twenty-four hours. 2. Rubbed Surface Finish. Rubbed surface finish will not be required unless specifically required by the Project Plans and Specifications, except in the case of repaired surfaces where the uniform finished appearance of the exposed surface is important. Rubbing will not be permitted until the repaired surface has set for at least twenty-four hours. The final finish shall be attained by rubbing the repaired area and adjacent surface with a carborundum stone and water until the entire surface is of smooth uniform texture and color matching the adjoining surface. After rubbing is completed, any remaining paste, powder, or objectionable evidence of repair shall be completely removed. 3. Paved Channel Bottoms. All bottoms in paved Channels shall be sloped ¼ inch per foot from the face of the walls to the center of the paved Channel bottom. Concrete surfaces that are not formed shall have a light broom finish. SECTION J CURING AND PROTECTION. 1. General. Provisions shall be made for protecting concrete, brick masonry, and cement plastering against damage from freezing or from lack of moisture. All concrete placed into the forms shall have a temperature between 50- and 90-degrees F. The Contractor will be responsible for all damage to the concrete surface due to the flow of water over uncured concrete, vandalism, etc. Unless otherwise provided in the Project Plans and Specifications, the cost of curing and protection are included in the PART 5 - CONCRETE 95 payments made for the bid items of construction requiring the use of curing and protection for cement and concrete work. 2. Cold Weather. All job-stored materials shall be covered and protected from ice and snow. The temperature of mixing water shall not be less than 55 degrees F nor more than 165 degrees F. All reinforcement, forms, fill material and ground which the concrete will contact shall be free of frost or ice and snow. Whenever the temperature of the surrounding air is 40 degrees F and falling, no concrete shall be placed unless the Contractor has on hand sufficient, suitable, and approved means of protecting the concrete. The Subgrade of any structures on which concrete is to be placed shall be adequately protected, if necessary, to prevent freezing prior to placing. Whenever the temperature of the surrounding air is below 40 degrees F, adequate means shall be provided for maintaining a temperature in the surrounding air of not less than 70 degrees F for as much time as necessary to ensure proper curing of the concrete. The housing, covering, or other protection used shall remain intact and in place at least twenty-four hours. If the structure is backfilled the next day, the Backfill will be considered adequate protection in lieu of the housing or covering that is initially required. Salt or chemicals shall not be used to prevent freezing. Whenever the temperature of the surrounding air reaches 32 degrees F and lower, concrete shall not be placed except with approval of the Director, who shall state the time in addition to that specified herein that artificial heat and protection must be supplied. Whenever the temperature of the surrounding air reaches 20 degrees or lower, no concrete shall be placed except for emergencies and only with permission of the Director. 3. Hot Dry Weather. a. Provisions must be made to protect concrete, brick masonry, and cement plastering from drying, and to maintain a moist condition for curing for at least five days after placing of concrete and at least two days after laying and plastering brick masonry. For high-early-strength concrete, moist curing shall be provided for at least two days after placing. Plastering on the outside of manholes and the top and side surfaces of monolithic Sewers may be cured by use of approved curing compounds uniformly sprayed as recommended by the manufacturer. SECTION K CONCRETE FORMS. 1. Forms. a. Forms shall conform to the shape, lines, dimensions, and elevations of the structures shown on the Project Plans and Specification or the Standard Details of Sewer Construction. They shall be substantial and tight to prevent the leakage of mortar and be of adequate strength and properly braced to rigidly maintain their shape, position, and elevation under all loading conditions. Forms for exposed surfaces such as the interior of Sewers, faces of headwalls and architectural Concrete shall produce a smooth regular true surface without offset, joint marks or surface blemishes. Joints shall be butt joints. Forms and centering shall be designed to allow their removal without damage to the PART 5 - CONCRETE 96 structures. Forms for walls of rectangular section S ewers on curves shall be laid to a true curve using a maximum of two feet form sections and they shall be plumbed and constructed in a manner so that they are uniform and in proper alignment. Inside exposed edges of walls, and edges next to expansion joints in walls shall be chamfered ¾ inch. Other exposed corners and edges next to expansion joints shall be properly tooled. b. Wood spreaders shall not be used. Only metal form ties and spreaders with removable heads shall be used, so that, upon removal of forms, exposed metal ends can be covered with at least one-inch cement mortar. c. Concrete in walls to be placed against rock excavation may be placed against the rock without back forms, provided care and precautions are taken to prevent the contamination of the placed Concrete due to falling earth and other debris. Back forms must be provided for walls to be placed against earth excavation. Loose earth likely to fall into the forms must be stripped back, and precautions taken to prevent contamination of the placed Concrete. In cases where circumstances require placing of Concrete against vertical earth excavation for walls, similar precautions must be taken, and the earth surface stabilized with sprayed asphalt emulsion. d. Forms and supporting forms or shoring shall not be removed until the Concrete has attained sufficient strength to permit removal without injury to the Concrete or to the strength of the construction, and is able to support safely its own weight and the load upon the construction. Supporting forms for all beams, arches or slabs shall remain in place a minimum of 7 days. Supporting shores may be required after removal of forms. The Contractor shall be responsible for all damage due to premature removal of forms. Forms shall be cleaned and oiled upon removal. Defects in the exposed surfaces of the Concrete shall be repaired. SECTION L REINFORCING STEEL. 1. General Requirements. a. All reinforcing steel shall conform to the requirements of Part 2. The Contractor shall provide Shop Drawings for bending and placing, and a bar list of furnished reinforcing and accessories. If allowed by the Director, Grade 40 steel may be field bent, one time only. The steel shall be cold bent around an appropriate template. All other grades of steel shall not be field bent. b. Steel reinforcing bars shall be of the sizes and be accurately placed, spaced, and located as shown on the details of the Project Plans and Standard Details of Sewer Construction. Bars shall not be spliced except where shown on the Project Plans or permitted by the Director. c. Use of bar-splices at locations of maximum stress shall be avoided and, if unavoidable, shall develop the full strength of the bar. The length of splice for main stressed bars shall be not less than 30 diameters; and for non-stress or temperature bars, shall be not PART 5 - CONCRETE 97 less than 20 diameters. In case the Project Plans do not show the required thickness of Concrete cover for reinforcement in Sewer construction, the required Concrete thickness shall be as follows: three inches at bottom and sides of footings and slabs in contact with earth, two inches in formed walls and at inside face of Sewers, conduits and Culverts. d. Exposed reinforcement or dowels for bonding future extensions shall be protected from corrosion by Concrete or other adequate covering. Bars shall be securely wired and held in position by approved chairs and spacers. When use of chairs is impractical, approved Concrete supports may be used. The methods used must be such that reinforcing cannot be disturbed or moved from the required position during placing of the Concrete. e. Reinforcing steel shall be free of mud, mill scale, rust, paint, oil, or other deleterious coating. No reinforcing shall be set in a muddy or wet excavation. Reinforcing shall be inspected and approved by the Director before any Concrete is placed. PART 6 - CHANNEL 98 PART 6 STORM WATER/CHANNEL CONSTRUCTION SECTION A STORM WATER MANAGEMENT. 1. General. Guidance information related to Storm Water management, including post construction best management practices (BMPs) can be found on the MSD website in the Development Review Section - please see the following areas for more information: a. Best Management Practices (BMP) Toolbox b. Required Documents & Checklists – See Landscape Guide for Stormwater BMP Design c. Rules, Regulations, & Design Requirements – See Chapter 4 SECTION B CHANNELS. 1. Channel Construction. a. Channel Construction consists of any Work performed in an open waterway, ditch, Swale or watercourse. b. Channel construction includes earthen Channels and rock Channels, sloped and vertical wall paved Channels, bio stabilization and other non-traditional Channels, and large pipes. 2. Construction Grades. The grades shown on the profiles, to which the Work must conform is that of the Channel flowline or pipe invert. Construction stakes will be set by the Developer at 25-foot intervals for control of alignments and grades. 3. Use of Cross Sections. If the Project Plans indicate cross sections along the length of construction, they will be used in calculation of Class “C” excavation, compaction of fill and additional fill pay quantities. It is the Contractor’s responsibility to construct the new Channel to the required cross sections, elevations, and alignments shown on the Project Plans. Additional requirements for excavation and clearing are specified in Part 3, Excavation. SECTION C ROCK BLANKET. 1. Construction Requirements. a. When required by the Project Plans or otherwise directed that banks are to be protected with Rock Blanket, the excavation or compacted fill shall be made to such surfaces and elevations that will permit placing of the surfacing without extending beyond or PART 6 - CHANNEL 99 above the lines of the required Channel cross section. No Rock Blanket shall be placed on any bank fill that has not been compacted. All Rock Blanket shall be placed on Type 1 geotextile fabric. b. The material to be used in the construction of a Rock Blanket shall be crushed limestone conforming to the requirements of MSD 5 and described in Part 2 of these specifications. c. The rock shall be neatly placed and shall not be less than one foot thick on the sides and on the bottom. The surface shall be reasonably regular and uniform. Any grouting required shall be with an air-entrained sand-cement grout with eight sacks of portland cement per cubic yard. The surface of the grout shall be broomed after all surface voids are filled. SECTION D ROCK LINED CHANNELS. 1. Location. a. Rock shall be placed at the locations shown on the Project Plans. The rock shall include a layer of geotextile fabric, a layer of Bedding material, and the rock as specified in the Project Plans and Specifications. 2. Bedding Material-Crushed Limestone. a. The Bedding material and rock lining shall be crushed limestone. The material shall be well graded and meeting the following gradations: BEDDING MATERIAL Sieve Size % By Weight Maximum Passing Minimum 4 Inch 100 100 2 Inch 76 30 No. 4 16 0 The rock lining shall be as required by the Project Plans and Specifications. 3. Trimming and Shaping Channel and Geotextile Fabric. a. After removing all stumps, boulders and pointed rocks, the bed for the rock lining shall be trimmed and shaped to allow the finished surface to conform to the line and grades shown on the Project Plans. After the Contractor has completed the foundation preparation, a layer of geotextile fabric shall be installed. The geotextile fabric shall be overlapped a minimum of 12-inches at all joints. The Bedding material shall be spread uniformly on the geotextile fabric in a satisfactory manner to the neat lines shown on the Project Plans. Placing of the Bedding material by methods which will tend to segregate particle sizes within the Bedding will not be permitted. Any damage to the surface of the Bedding base or the geotextile fabric during placing of the Bedding shall be repaired before proceeding with the Work. Compaction of the PART 6 - CHANNEL 100 Bedding layer will not be required but it shall be finished to present a reasonable even surface free from mounds, windrows, or depressions. 4. Placement of Rock Lining. a. The rock lining stone shall be placed on the Bedding layer in such a manner as to produce a reasonably well graded mass of rock with the minimum practicable percentage of voids providing maximum interlocking of stones and shall be constructed to the lines and grades shown. The rock shall not be placed or dropped from a height of more than one foot. The rock shall be placed to its full course thickness in one operation and in such a manner as to avoid displacing the Bedding material. The larger stones shall be well distributed and the entire mass of stones in their final position shall be roughly graded to conform to the gradation specified. The finished rock lining shall be free from objectionable pockets of small stones and clusters of larger stones. Rearranging of individual stones by mechanical equipment or by hand will be required to the extent necessary to obtain a reasonably well-graded distribution of stone sizes as specified above. Dumping of stone on the slope from trucks will not be permitted. SECTION E NATURAL CHANNELS. 1. General. The Contractor shall do the Work required in open Channels as shown on the Project Plans and Specifications and as required in these specifications. 2. Unimproved Natural Channels. a. Work in undisturbed natural Channels will consist of removing deviant obstructions, such as trash, dumped and felled trees, construction debris, deleterious debris, etc., that impede flow. The Contractor is required to haul off and dispose of removed material and debris. The Work and its payment will be described in the Project Plans and Specifications. b. The Contractor will be required to protect existing banks that are to remain undisturbed. Areas damaged by construction equipment shall be restored as directed by the Director at no additional cost. c. When all or a part of a new Channel bank consists of fill, as at closures of old Channels or at low areas to be filled to higher levels, the Contractor will verify that all compressible material has been removed prior to fill placement. The filled section along the Channel shall be solidly compacted to a Modified Proctor density of 90% with mechanical compaction equipment for a width that shall extend landward from the top of the finished bank a distance not less than three times the maximum depth of fill. Density test shall be taken on a 25-foot grid every 2 vertical foot lift of fill through closures of old Channels. PART 6 - CHANNEL 101 SECTION F FILL. 1. General. a. Unless otherwise indicated in the Project Plans and Specifications, all fill shall be compacted to the density of adjacent undisturbed earth with suitable equipment. The areas to be filled shall be cleared of trees, stumps, brush, trash, sod, and are to be scarified to permit bonding with the compacted fill. The fill material shall be free of debris, organic material, perishable compressible materials, ashes, or other materials which will interfere with the compaction. The fill shall be placed in horizontal layers not to exceed one foot in depth and the upper three feet shall be free of all objectionable material and shall contain no rocks or broken Concrete. b. Any excavated material that is saturated and is to be used for fill, shall be worked, and dried to a suitable moisture content prior to placement. 2. Modified Proctor Density of 90%. a. Any fill required shall be placed at a Modified Proctor density of 90%, unless otherwise specified. The fill shall be placed in accordance with the same methods as that required above, except no large stones shall be used and fill shall be placed in six-inch lifts before thorough mechanical compaction. Particular care shall be given in compacting fill around pipes or structures extending through existing embankments. In addition, when 90% Modified Proctor compaction is specified, the Contractor shall obtain and furnish to the District a moisture- density curve developed by a soil engineer or competent test laboratory for the material that is to be used as fill. During construction, density tests shall be run as required by the Project Plans and Specifications. A minimum of one test per 100 lineal feet of Channel per foot of fill will be required. Density tests will not be paid for separately. b. If planting/vegetation is used as the finish surface the top three (3) inches shall be loose and not compacted. 3. Final Fill Quantities. a. When the project is completed, the District will obtain as-built cross sections for the determination of final fill quantities. Fill is the amount of material compacted in place excluding Bedding and crushed limestone. The quantity of additional fill to be paid shall be the total fill minus granular fill and excavation. b. Shrinkage, compaction, grubbing, dirt loss from any cause, and truck count will not be considered in calculating “additional” fill pay quantities nor be justification for claims for additional payment. PART 6 - CHANNEL 102 c. Any Work or equipment required to haul excavated material from one area of the project to another, or to dispose of excavated material not required or allowed for fill, will not be paid for separately. SECTION G CONNECTIONS TO CHANNEL. 1. Connections to Constructed Channels. a. Storm Pipes Less Than 12 Inches in Diameter. Existing storm pipes less than 12 inches in diameter shall be extended, if necessary, with an approved plastic pipe and connected to the new Channel with no additional payment. b. Storm Pipes 12 Inches and Larger in Diameter. All pipes 12 inches in diameter and larger shall be connected to the new Channel by bending and extending the Channel wall steel into a six-inch thick Concrete collar extending one foot outside the exterior face of the wall. If the pipes are not placed on undisturbed earth, the fill under the pipes will be mechanically compacted MSD 4 – Subgrade Replacement. 2. Connections to Natural Channels. a. Storm Pipes Less Than 12 Inches in Diameter. Existing storm pipes less than 12 inches in diameter shall be extended, if necessary, with an approved plastic pipe, cut flush with the bank. No additional payment will be made for this Work. b. Storm Pipes 12 Inches and Larger in Diameter. All pipes 12 inches in diameter and larger shall be cut flush with the bank and not protrude into the normal flow of the Channel. The pipe should be perpendicular to the flow and discharge at a natural or designed riffle without creating a waterfall. Connection at a pool is to be avoided. 3. Connection to Existing Concrete Channels. Unless otherwise indicated on the Project Plans, the new Channel shall be dowelled into existing Channels using No. 4 dowels 18 inches on center and 12 inches long. SECTION H RESTORATION. 1. Ground Cover. See Part 8 for restoration requirements. All areas outside of the Payline Limits which are disturbed during construction, will be restored with the same ground cover as within the Payline Limits with no additional payment. PART 6 - CHANNEL 103 SECTION I METHODS OF MEASUREMENT AND BASIS OF PAYMENT. 1. General. Final quantities shall be determined from final measurements obtained upon completion of the project, except as indicated elsewhere in the Project Plans and Specifications. 2. Rock Blanket. Payment will be made at the unit bid price per square yard of Rock Blanket. The area for payment shall be computed from the exposed plane surface of the walls and bottom. 3. Rock Lined Channels. Payment to construct a rock lined Channel will be made at the Contract unit bid price per square yard. The final plane surface will be used to compute the area of the Channel sides and bottom. Payment shall include excavation of all rock, Bedding rock, cutoff walls, and filter fabric as may be required by the Project Plans and Specifications. 4. Crushed Limestone. a. Payment for crushed limestone below the paved bottom of trapezoidal, vertical wall and box Culvert Channels, and granular fill for weep holes behind vertical and transitional walls, as indicated on the Project Plans, will be made at the Contract unit bid price per cubic yard for “Crushed Limestone, Channel.” Provided that cross-sections are used for payment. b. Payment for crushed limestone is included in the cost per lineal foot of Channel if center line cut is used for excavation. 5. Pipe Connections to Existing or New Paved Channel. Payment for connecting pipes 12-inches in diameter and larger to a new or existing Channel will be made at the Contract unit bid price per place. This payment shall include the cost of all labor and material necessary to make the connection, as well as providing and placing and compacting the necessary M.S.D. 4 fill under the pipe. 6. Compaction to Adjacent Ground Density. When it is required to compact fill to the density of that of the undisturbed earth, no separate payment will be made. 7. Compaction To 90% Modified Proctor Density. If a compaction of 90% Modified Proctor is required and is satisfactorily obtained, payment for the Work involved will be paid for at the bid price per cubic yard for “Compaction of Fill.” 8. Additional Fill. Payment for additional fill will be at the unit bid price per cubic yard for the volume as determined in accordance to these specifications. PART 7 – TRENCHLESS 104 PART 7 TRENCHLESS SEWER CONSTRUCTION SECTION A GENERAL. 1. Type. Trenchless Sewer construction consists of either new installation or existing pipe renewal through the construction of Sewers with a minimal amount of surface excavation as compared to open trench construction. 2. General Construction Condition. a. Pipe Sewers shall be constructed of the sizes, classes, and materials and to the alignments and grades given by the Project Plans and Specifications. b. All materials shall conform to the requirements of the pertinent current Specifications of ASTM and Part 2 Materials, except as otherwise specified in the Project Plans and Specifications. All materials shall be inspected on delivery and such material which is not suitable for use, shall be rejected and immediately removed from the site of the Work or destroyed. c. The grade shown on the profiles to which the Work must conform is that of the pipe flowline or the low point of the pipe invert. d. The Contractor shall verify the exact location and elevation of existing Utilities and Sewers immediately prior to actual construction. Any differences should then be brought to the attention of the District. 3. Settlement Monitoring. The Contractor shall monitor ground movement during its new pipe and pipe replacement operations. Monitoring of ground movement directly over the new pipe alignment and at adjacent structures will be required. The Contractor shall immediately report to the District any movement, cracking, or settlement which is detected. The Contractor shall adjust his/her means and methods to prevent additional movement. SECTION B PIPE SEWERS IN TUNNEL. 1. General. Pipe Sewers in Tunnel shall be constructed where required by the Project Plans and in accordance with these specifications. The Contractor shall select a method of installation which is appropriate for the geologic conditions described in the Geotechnical Data Report or otherwise reasonably anticipated which will: 1) allow the pipe to be installed to the desired line and grade within the specified tolerances; 2) prevent heaving or settlement of the ground surface or damage to nearby facilities or Utilities, above or below ground; 3) adequately support tunnel and tunnel face to keep the perimeter stable and prevent loss of ground due to free flow of soft or poor soil materials or PART 7 – TRENCHLESS 105 groundwater; and 4) prevent damage to the carrier pipe and any lining materials within the carrier pipe. 2. Construction Alternative. If not prohibited by the Project Plans and Specifications, and if otherwise practicable and desirable, the Contractor may request permission to construct the pipe Sewer in tunnel. Consideration by the District for construction alternatives will include: a. No additional cost to the District for construction. b. The Contractor shall be responsible for all costs of engineering review and design of the appropriate method. c. The Contractor shall be responsible for obtaining all additional working room, access, Utility protection/relocation, or property owner agreements which may be required, and the costs associated with obtaining them. d. No additional time added to the Contract duration as described in the Contract Documents. 3. Installation Methods. The following installation methods have been approved for use on District projects where appropriate for the conditions and Work described. Other methods may be allowed with the District’s approval. a. Earth Tunneling: A method of forming large diameter tunnels. As excavation takes place at the front of the tunnel, a liner is constructed to temporarily support the tunnel. Upon completion of the tunnel, pipe is pushed in place. b. Auger Boring: A method that utilizes a rotating auger with cutting tools to form the bore hole and a series of rotating augers inside an advancing casing pipe for spoil removal. c. Directional Drilling: A method that utilizes a steerable surface launched drilling rig. A pilot bore is installed in a shallow arc and is then enlarged to the required size by a back reamer. The pipe is then pulled in place. d. Tunnel Boring: A method that utilizes a Tunnel Boring Machine (TBM) to excavate at the front of the tunnel while a pipe or pipe casing liner is pushed into the ground with hydraulic jacks. e. Micro tunneling: A method that utilizes a remotely controlled computer assisted Microtunnel Boring Machine (MTBM) with laser guidance to excavate at the front of the tunnel while a pipe or casing pipe is pushed into the ground with hydraulic jacks. The MTBM provides positive face pressure to counterbalance earth and hydrostatic loads through slurry pressure in the MTBM cutting chamber. The slurry system also transports spoils to the surface for removal. PART 7 – TRENCHLESS 106 f. Guided Auger Boring: A method in which a steel pilot tube is advanced through the ground using a theodolite to monitor line and grade. Once the pilot tube is advanced across the entire length of the segment, a reaming head adapter is connected to the pilot tube and welded on a steel casing. An auger boring machine then advances a steel casing and removes the spoils while simultaneously pushing pilot tube sections into the receiving pit for disassembly and removal. g. Guided Boring Method (GBM) / formerly known as Pilot Tube Microtunneling (PTMT): A method in which a steel pilot tube is advanced through the ground using a theodolite to monitor line and grade. Once the pilot tube is advanced across the entire length of the segment, cutting and / or reaming equipment is connected to the pilot tube to enlarge the tunnel to the required final dimension. A carrier pipe or casing pipe is pushed into the ground with hydraulic jacks while soil is simultaneously excavated. 4. Rock Excavation in Tunnel. Any consistent layers of beds or large detached pieces of materials composed of hard or densely packed limestone, shale, sandstone, rubble, Concrete (mass or broken) or other rock like material encountered in the tunnel excavation shall be classified as rock excavation in tunnel. 5. Submittals. In addition to the other submittals as required in the Project Plans and Specifications, Contractor shall submit full detail of materials, equipment, and method of operation. Approval in writing by the District shall be obtained in advance of starting the Work. In any case the Contractor shall retain full responsibility for the adequacy of the installation method(s), equipment, materials, and means to ensure that the Work is installed as described in the Contract Documents, including within the time limits also described in the Contract Documents. The Contractor shall submit at a minimum the following items, as applicable to the installation method(s) used: a. Shop Drawings for the casing pipe or tunnel liner, and sizes for each carrier pipe b. Design mixes for Concrete, grout, and flowable fill c. Specifications for carrier pipe and joints d. Schedule of values for working and receiving shafts e. Working drawings and written procedures describing in detail the proposed installation method and entire operation to be used for information only, including, but not limited to: 1. Location and size of working and receiving shafts 2. Tunnel drainage plan detailing necessary provisions to keep tunnels and shafts free of water during construction and to satisfactorily dispose of such water PART 7 – TRENCHLESS 107 3. Method of removing soils and installation of casing and carrier pipe 4. Size, capacity, and arrangement of all necessary equipment and support 5. Required Utilities to operate equipment 6. Backstop 7. Shaft base material 8. Type of cutter head 9. Method and procedure for monitoring and controlling line and grade 10. Settlement monitoring and detection plan 11. Procedures for installing pipe supports, anchors, and placement of grout between carrier pipe and casing pipe, and grout between casing and tunnel 12. Bulkhead details and proposed positive method of anchoring carrier pipe to prevent flotation 13. Procedures for maintaining carrier pipe within manufacturer recommended temperatures during placement and curing of grout or other fill 14. Catalog data for casing spacers and casing end caps when required or used during construction 6. Carrier Pipe Materials. The Contractor shall assume full responsibility for selection of appropriate pipe and pipe joints to carry the loads of any jacking forces or other construction loads in combination with overburden and hydrostatic loads. Design of any pipe indicated in the Project Plans and Specifications considers in-place loads only and does not take into account any construction loads. Criteria for longitudinal loading or any other temporary construction loading on the pipe and pipe joints shall be determined based on the Contractor’s selected method of installation. The Contractor shall also take into account loads on the pipe from handling and storing. Carrier pipes of each type and size shall meet or exceed the requirements of the pertinent current specifications of ASTM, Part 2 Materials, and other applicable specifications in the Project Plans and Specifications. 7. Casing Pipe or Tunnel Liner. a. The Contractor shall be responsible for designing and installing a casing pipe or tunnel liner capable of supporting the surrounding excavation and precluding the free flow of material or groundwater into the tunnel. PART 7 – TRENCHLESS 108 b. Casing pipe or tunnel liner shall have a minimum inside diameter of the maximum outside diameter of the carrier pipe plus 10 inches. The Contractor shall be responsible for ensuring that actual casing pipe or tunnel liner is sufficiently large to facilitate the proper installation of the carrier pipe online and grade. c. Carrier pipe may be directly installed in place of casing pipe provided it is of sufficient strength to support tunnel and construction loads and meets permitting authority requirements. d. Casing pipe or tunnel liner shall be as nearly as practicable in contact with surrounding excavation, with any voids being filled with grout or other approved Backfill. 8. Casing Spacers and Pipe Supports. The Contractor shall provide approved casing spacers or other approved pipe supports which will facilitate installing the carrier pipe on line and grade, not hinder backfilling the annular space between the carrier pipe and tunnel liner with grout or other approved Backfill material, sufficiently support carrier pipe along its length to prevent sags and keep joint bells from supporting any loads, and provide a dielectric barrier between carrier pipe and casing pipe or tunnel liner. 9. Tunnel Backfill Materials. Backfill for between tunnel liners and surrounding excavation and between tunnel liner and carrier pipe shall be an approved grout, flowable fill, or portland cement Concrete mix or other backfill material approved by the Engineer. 10. Line and Grade. a. Carrier pipe shall be constructed of the sizes, alignments, and grades given by the Project Plans and Specifications. The grade shown on the profiles to which the Work must conform is that of the pipe flowline or the low point of the carrier pipe invert. Carrier pipe shall be installed without any visible dips, sags, bends, or other deviations in line and grade. b. Completed Sewer shall not deviate from its required alignment more than one percent (1%) of the total length of the tunneled Reach, nor more than one-tenth foot (1/10’) from its required elevation at any point along its length. Backfall in the Sewer is not allowed. c. If deviations are greater than these, and provided adequate clearance remains for proper installation of the carrier pipe, the Contractor will be allowed to correct deviations in grade of a casing pipe in order to achieve design grade of the carrier pipe by shimming the carrier pipe with casing spacers to a uniform grade. d. Installations deviating from the specified tolerances that cannot be adjusted to conform to the specified tolerances shall be rejected. PART 7 – TRENCHLESS 109 e. Installations which are rejected shall be removed or appropriately abandoned and replaced at no additional cost to the District. 11. Abandoned Installation. a. When the Project Plans specifically state that the Sewer be constructed as pipe in tunnel, and unforeseen obstructions require abandonment of an otherwise conforming, partially completed tunneled Reach and the starting of a new tunnel, the Contractor will be paid for the expense of excavating and abandoning such abandoned tunnel by force account. It is required that complete detailed records be kept of time, labor, materials, and equipment on all Work of tunnel installation whether completed or abandoned. b. If the Contractor was permitted or has requested and has obtained approval to use pipe in tunnel installation in lieu of the method specified, but is not successful in completing the construction, the Contractor shall receive no compensation for any expenses incurred by its unsuccessful attempt. 12. Dewatering. Dewatering for groundwater control shall only be paid at shafts. The Contractor’s means and methods shall address potential water in tunneled portions. Dewatering shall be used only for the direct infiltration of groundwater to the open excavation and not for water entering from the surface drainage or through Sewers, pipes, casing, or other conduits. 13. Utility Locating. The Contractor shall verify the exact location and elevation of existing Utilities and Sewers prior to actual construction. Any Direct Conflicts with the proposed Work should be brought to the attention of the District prior to beginning. 14. Shaft Construction. a. The Contractor shall design, construct, maintain, and remove all shafts required to perform and facilitate the Work. b. Shafts shall be constructed following the submitted working drawings. c. Excavation and backfilling of shafts shall follow applicable sections of Part 3 Excavation and Part 4 Pipe Sewer Construction. d. Restore site to original or better conditions. Restoration shall follow applicable sections of Part 8 Protection and Restoration, and Part 9 Miscellaneous. 15. Casing Pipe, Tunnel Liner, or Un-cased Carrier Pipe Installation. a. The Contractor shall install by approved Installation Methods. b. The Contractor shall use necessary means to protect Casing Pipe, Tunnel Liner, or Carrier Pipe from damage during installation. PART 7 – TRENCHLESS 110 c. The Contractor shall fully support the bore hole at all times to prevent collapse. d. The Contractor shall fill space between the inside of the excavation and the outside of the casing pipe, tunnel liner, or carrier pipe with approved tunnel Backfill material. 16. Carrier Pipe Installation through Casing Pipe or Tunnel Liner. a. Clean dirt and debris from the interior of the casing pipe or tunnel liner after installation. b. Install casing spacers or other pipe supports on carrier pipe sections as necessary to support the pipe barrel according to pipe manufacturer’s recommendations. Do not allow the pipe to be supported by the joint bells. c. Ensure that pushing loads do not damage carrier pipe joints. d. Ensure that joints do not separate or otherwise become compromised during installation or backfilling process. e. Fill annular space between the carrier pipe and the casing pipe or tunnel liner with approved tunnel Backfill material. Fill voids by staged grouting, ensure all voids are filled. 17. Inspection Closed Circuit Television. a. Within thirty (30) days of the construction of each reach of Sewer construction, Closed Circuit Television (CCTV) video shall be performed to document that the new Sewer system was installed per the contract. This CCTV must be performed after all testing of the Sewer has been completed to the satisfaction of the District. Prior to the CCTV, the pipeline, including all appurtenances, shall be sufficiently cleaned, to allow for complete visual inspection of the pipe. The pipe shall be flooded with clean water to allow for determination of deviations from grade in the installation. Visual cues of date and time shall be continuously present on screen. Video shall document overall condition of pipeline, location of service taps, line and grade and cleanliness. In addition, the CCTV documentation shall accurately record file names and electronic data, consistently use standard forms and codes, show uniform compliance with setup and inspection procedures, provide quality pictures and audible records, show the use of consistent camera speed, lighting and panning. A clear and neatly written log shall accompany each video submittal with an explanation of any abbreviations or conventions. The video shall be submitted in electronic file format along with the District’s project number and name, date of video inspection, segment number of line, Contractor’s name and shall be labeled “Closed Circuit Television Inspection – Post-Construction”. b. Upon completion of the CCTV, the Contractor shall provide the District with a final CCTV report that includes at a minimum: PART 7 – TRENCHLESS 111 1. Schematic plot of each segment showing observation codes and footages. 2. Video of each segment. 3. Map of pipeline showing structure numbers c. All CCTV videos for this project shall remain the property of the District. If the videos are of inferior quality or coverage, as determined by the District, the Contractor shall be required to re-inspect and re-video that portion of the Work that has been determined to be inferior at no cost to the District. d. The final CCTV video and report shall be delivered to the District no later than thirty (30) working days after completion of the CCTV inspection. SECTION C PIPE SEWERS INSTALLED BY PIPE BURSTING. When permitted as an alternate method of construction by the Project Plans and Specifications, or when permitted in writing by the Director upon written request by the Contractor in substitution for the method of construction shown on the Project Plans and Specifications, pipe Sewers may be constructed by pipe bursting the existing pipeline and pulling or pushing in a replacement pipe. When planning to use pipe bursting, the Contractor shall submit full details of materials and methods of operation. Approval in writing by the Director shall be obtained in advance of starting the Work. In any case the Contractor shall retain full responsibility for the adequacy of their pipe bursting operations, equipment, and materials. 1. Methods of Pipe Bursting. a. The pipe bursting tool shall be designed and manufactured to force its way through existing pipe materials by fragmenting the pipe and compressing the old pipe sections into the surrounding soil as it progresses. The manufacturer’s Specifications shall be used to determine tool sizes recommended for various pipe diameters as well as allowable upsize percentages associated with the different tool sizes. b. The pipe bursting tool shall be pulled through the Sewer by a cable or rods located at the machine pit. The bursting unit shall pull the new Sewer pipe with it as it moves forward from the insertion pit. The bursting head shall incorporate a shield/expander to prevent collapse of the hole ahead of the new pipe insertion. c. The bursting action of the tool shall increase the external dimensions sufficiently to break the existing pipe and simultaneously expand the surrounding ground to permit pulling the new pipe through the annular space created by the bursting tool. 2. Qualifications of the Contractor. a. Personnel operating the pipe bursting system shall be certified by the manufacturer as fully trained users of the proposed system. PART 7 – TRENCHLESS 112 b. PE or FPVC pipe jointing shall be performed by personnel certified by the pipe fusion equipment manufacturer as trained in the use of the equipment and the recommended methods for new pipe connections. 3. Submittals. a. The Contractor shall submit the following items for review and approval by the District. District approval of the submittals shall be obtained prior to the Contractor ordering pipe materials or commencing the pipe bursting process. 1. Certifications of training by the pipe bursting system manufacturer stating that the operator(s) have been fully trained in the use of the proposed pipe bursting equipment by an authorized representative of the equipment manufacturer. 2. Certifications of training by the pipe fusion equipment manufacturers that the operator(s) have been fully trained in the use of the fusion equipment by an authorized representative of the equipment manufacturer. 3. Detailed construction procedures, and layout plans to include sequence of construction, staging of pipe and materials, and the location of and protection of Utilities. 4. Locations, sizes, and construction methods for the service reconnection pits. 5. Methods of construction, reconnection, and restoration of existing service laterals. 6. Detailed procedures for the installation and Bedding of pipe in launching and receiving pits. 7. Manufacturer’s technical data containing complete information on material composition, physical properties, and dimensions of the new pipe and fittings. Manufacturer’s recommendations for transport, handling, storage, and repair of pipe and fittings shall be included. 8. Contingency plans for the following potential conditions: a. Unforeseen obstruction(s) causing burst stoppage, such as unanticipated change(s) in host pipe material, repair section(s), Concrete encasement(s), or cradle(s), buried or abandoned manhole(s) or changes in direction. b. Substantial surface or soil heaving or the presence of rock. c. Damage to and/or replacement of existing service connections. d. Damage to the pipeline’s structural integrity. PART 7 – TRENCHLESS 113 e. Damage to existing Utilities. f. Loss of and return to line and grade. 4. Locating Utilities. a. Prior to commencing Work, the Contractor shall verify the location of all Utilities crossing, or within two (2) feet of the Sewer to be pipe burst. b. The Contractor shall expose all interfering and crossing Utilities by spot excavating at the planar intersection of the Utility and the pipe to be burst and removing the soil from around the Utility. The Contractor shall exercise caution to avoid damage to all such Utilities, backfilling, and replacement of damaged pavement. 5. CCTV Inspections. An internal Sanitary Sewer inspection was performed and recorded by District personnel using a camera and video recorder may be provided upon request, if available. 6. Cleaning and Preparation of the Sewer. The Contractor shall have complete responsibility to prepare the Sewer in a manner adequate for their operations. 7. Closed Circuit Television Inspection – Pre-Construction. Immediately prior to pipe bursting, the Contractor shall televise and video the total length of each Reach of Sewer pipe. The Contractor shall verify each service connection to determine whether it is an active service connection and measure its location. Costs involved with determining active service connections to the Sewer and location shall not be paid for separately. 8. Connection to Manholes. a. The Contractor shall make all connections to manholes and restore associated surface areas to their original condition. b. The newly installed pipe shall be sealed at the manhole using one of the following methods: 1. For connection to a new manhole, use of a pipe coupling immediately outside of the manhole will be allowed. 2. For connection to an existing manhole, insert a length of pipe through the manhole wall, fill the annular space with non-shrink grout, and trowel the inside and outside surfaces of the joint to a neat finish. An approved patented water stop shall be placed on the pipe prior to placement in the hole. The bottom of the manhole shall be shaped to fit the invert of the Sewer pipe. Use of pipe coupling immediately outside of the manhole will be allowed. PART 7 – TRENCHLESS 114 c. “Doghouse” manholes per Standard Detail Sheet 22 of the Standard Details of Sewer Construction will not be allowed. d. Any break into a manhole required for location of a launching or receiving pit outside the alignment of the Sewer shall be reconstructed with bricks and mortar in a professional like manner. 9. Restoration of Pits. a. The Contractor shall restore all lateral pits, insertion pits, machine pits, and associated surface areas to their original condition or better. b. Prior to backfilling of pits, the Contractor shall ensure that the new pipe is properly supported and on the required grade. Stone or other suitable material, approved by the District, shall be used immediately under the new pipe as support in order to avoid sagging after Backfill and compaction. c. Granular and/or flowable fill, as required, shall be used within Public Right-of-Way or under pavement. 10. Subsurface Conditions. Settlement or heaving of the ground surface during or after construction will not be allowed. The Contractor shall be solely responsible for repairing all damage from settlement or heaving. The Contractor shall be solely responsible for all costs for repairing any surface heaving or damage caused. No separate payment shall be made. 11. Inspection Closed Circuit Television – Post-Construction. a. After completion of each burst segment, the Contractor shall televise each reach. Visual cues of date and time shall be continuously present on screen except where a significant existing pipe feature is shown. A clear and neatly written log shall accompany each video submittal with an explanation of any abbreviations or conventions. The video shall be submitted in a District approved digital file format along with the District’s project number and name, date of video inspection, segment number of line, Contractor’s name and shall be labeled “Closed Circuit Television Inspection – Post-Construction”. b. All CCTV videos for this project shall remain the property of the District. If the videos are of inferior quality or coverage, as determined by the District, the Contractor shall be required to re-inspect and re-video that portion of the work that has been determined to be inferior at no cost to the District. c. It is the Contractor’s responsibility to acquire all equipment and software necessary to perform the work. No separate payment will be made for any cost associated with acquisition and use of the equipment and software. PART 7 – TRENCHLESS 115 12. Field Testing. 1. The Contractor shall notify the District at the completion of each burst segment. The District may, at its option, conduct an inspection of the new pipe to determine the condition of the pipe subsequent to the burst and/or prior to the next burst. 2. The newly installed pipe shall be visibly free of defects, which may affect the integrity, strength, or performance of the pipe. If in the opinion of the District such defects exist, the pipe shall be repaired or replaced at the Contractor’s expense. SECTION D PIPE SEWERS REHABILITATED USING CURED-IN-PLACE PIPE (CIPP). Pipe rehabilitation using cured-in-place pipe shall be as specified in the Project Plans and Specifications. SECTION E PIPE SEWERS REHABILITATED BY TRENCHLESS METHODS. When permitted as an alternating method of construction by the Project Plans and Specifications, or when permitted by the Director upon written request by the Contractor to substitute for the method of construction as shown on the Project Plans and Specifications, pipe Sewers may be rehabilitated using other trenchless methods. Some but not all parameters the Director will review include control of line and grade, pipe capacity, pipe materials, connections to the pipe, and method of payment. SECTION F POINT REPAIRS. 1. The Contractor shall notify the District of any unforeseen pipe condition that the Contractor believes cannot be rehabilitated using the specified trenchless method. If approved by the District, the Contractor shall repair the damaged length of pipe using the open cut method. The Contractor shall limit his/her excavation to the minimum volume required to expose the existing damaged pipe and replace it as approved by the District. Payment for the Work shall be by Change Order unless the damage was caused by the activity of the Contractor. In such case, no payment shall be made for the Work. 2. When required by the Project Plans and Specifications, or during trenchless rehabilitation of an existing pipeline it becomes necessary to excavate from the ground surface to repair the Sewer, the Work shall be performed in accordance with this Section. The District must approve the use of a point repair not shown on the Project Plans and Specifications in advance of Work by the Contractor. The District will not approve payment for a point repair required as a result of pipe broken by the Contractor’s operations either cleaning or rehabilitating a pipeline. The Contractor shall excavate the minimum volume required to expose the existing damaged/collapsed pipeline and replace it as approved by the District. 3. The Contractor shall provide all permits required which shall include but not be limited to excavation and traffic control. The Contractor is subject to shut down of all crews and operations if permits are not properly obtained or on site. PART 7 – TRENCHLESS 116 4. The Contractor shall replace up to ten feet of existing pipe as directed by the District. For point repairs not included in the Project Plans and Specifications, or for pipes larger than 15” in diameter or more than 15 feet deep, the District reserves the right to direct its own staff to perform the Work, seek bids from the Contractor, or perform the Work on a time and material basis. 5. Granular Backfill shall be used where the pipe trench is within Public Right-of-Way or under other pavement. 6. The Contractor shall install CIPP in the line segment after the completion of the point repair. SECTION G GROUTING. 1. General. When required by the Project Plans and Specifications, or by the Standard Details of Sewer Construction and specifications, or when ordered by the Director, grouting shall be done by the Contractor. Grout or low-density cellular concrete (LDCC) may be required to set anchors or dowels in holes drilled in rock or Concrete, to fill spaces between excavated tunnel surfaces and linings of tunnels or bored holes, or to fill voids in packed rock, etc. 2. Mixtures. a. Grout shall consist of a uniform mixture of portland cement and sand, as specified for a particular purpose, either in these specifications, or in the Project Plans and Specifications, and with the minimum volume of water as may be found necessary to accomplish the intended result. If ordered by the Director, neat cement grout shall be used. The use of special cements or admixtures for particular uses will be specified in the Project Plans and Specifications, if required. b. Low density cellular concrete LDCC may consist of a mixture of portland cement, Fly Ash Type C, sand, water and foaming agent as specified for a particular purpose, either in these specifications, or in the Project Plans and Specifications, and with the minimum volume of water as may be found necessary to accomplish the intended result. The use of special admixtures for particular uses will be specified in the Project Plans and Specifications, if required. 3. Grouting Requirement and Application. a. All grouting equipment and appurtenances shall be in good mechanical working condition, of an approved type of design with ease of control to permit uniform operation without excessive pressures, and with adequate capacity to permit continuous satisfactory progress in the required grouting. Grout or LDCC for filling voids or spaces shall be applied through a pipe or hose in a continuous operation without disturbance of grout or LDCC which has taken initial set. The grouting operation and sequence shall be so conducted as to ensure complete filling of voids or spaces and shall be sufficient to fill all spaces without PART 7 – TRENCHLESS 117 distorting or damaging the structure, or without lifting or distorting the adjacent or overlying confining materials. b. Grouting for filling voids and connecting surface irregularities in mass crushed-rock, rip-rap, or similar paving is described in Part 5. SECTION H METHODS OF MEASUREMENT AND BASIS FOR PAYMENT. 1. General. a. Payment will be made for the materials furnished and completed, Work done under the Contract as stated herein in accordance with actual measurements or as specified in the Project Plans and Specifications. The Contractor shall not be entitled to receive additional compensation for anything furnished or Work done, except for extra Work authorized by written order of the Director, or for which provision has been made in the Project Plans and Specifications which will state the method of measurement and basis of payment for any item of construction not covered by this section of the standard specifications. b. It is the intent of these specifications to pay only once for any given item of Work or material to be furnished, except where it is clearly specified as an addition to the bid price for the unit quantity. Duplication of quantities, units or bid items will not be permitted, even though the Project Plans and Specification may, through error or oversight, allow such duplication. c. Payment will be made for all shafts, bore pits, jacking pits, access pits, and take-out pits at the lump sum price for the Pay Item “Shafts – Pipe in Tunnel.” The lump sum bid price shall include all costs for excavation, backfilling, site restoration, labor, materials, equipment, and tools to prepare the shafts, jacking pit, guides, jacks, headings, timbering, drainage, lighting, vents, and all other necessary appurtenances to construct the shafts. d. Within ten (10) working days after the Notice to Proceed and before construction begins, the Contractor shall provide as a submittal a shaft location plan and a schedule of values for all shafts, bore pits, jacking pits, access pits, and take-out pits that when added together equals the Lump Sum bid price for the Pay Item “Shafts – Pipe in Tunnel”. The schedule of values must be acceptable to the District and will be used as the basis for progress payments less any retainage as specified. 2. Pipe Sewers in Tunnel. Payment will be made for the construction of completed pipe Sewers in tunnel at the respective bid price for each size and type per lineal foot for the Pay Item “Pipe in Tunnel”. The length for which payment will be made will be the measured horizontal distance along the centerline of the pipe to the portal of the tunnel excavation. The payments made shall include all costs of grouting, all Class “C” excavation, pipe in place, testing, jointing, Bedding, cradling or encasing, and any additional costs required to construct the completed PART 7 – TRENCHLESS 118 pipe Sewer in tunnel in earth. If rock excavation is encountered in the tunnel, payment will be made per lineal foot for each size at the respective bid price for the Pay Item “Excavation Class ‘A’ in Tunnel” and will be an additional payment to the payment made for completed Pipe in Tunnel. 3. Grouting/Low Density Cellular Concrete. Unless otherwise provided by the Project Plans and Specifications, no separate payment will be made for grouting. Any costs of furnishing and placing grout and/or LDCC as required by the Specifications for any specific item shall be considered to be included in the payments made for such item or items. 4. Pipe Sewers Installed by Pipe Bursting. a. Payment will be made for the construction of completed pipe Sewers installed by pipe bursting for each size and type per linear foot. The length for which payment shall be made shall be the measured horizontal distance for each along the centerline of the pipe exclusive of the distance between the inside faces of each connected structure, Sewer, manhole, inlet-manhole, inlet, junction chamber, transition section, or other similar structures. The payment shall include all costs of labor, materials, equipment, and tools to burst the existing pipe, supply and install the new pipe, make connections to existing pipe or structures at each end, and do all things necessary or required for constructing the completed pipe Sewer in a burst pipe. b. Payment for costs of all labor, material, equipment, and tools necessary to locate and protect all Utilities, to complete all required field testing, and to repair any damage or surface heaving or settlement shall be included in the pay item for pipe bursting. c. All costs involved for restoration of pits (except where a cost would be included in one of the scheduled bid items) will be paid for in Pay Item "Protection & Restoration of Site". 5. Pipe Sewers Installed by Trenchless Methods. Payment for the construction of pipe Sewers installed by trenchless methods will be at the respective bid price for each size and type per lineal foot. The length for which payment shall be measured horizontal distance for each along the centerline of the pipe exclusive of the distance between the inside faces of each connected structure, Sewer, manhole, inlet-manhole, inlet, junction chamber, transition section, or other similar structures. When permitted as an alternate to open-cut construction of tunnel, the method of payment shall be approved by the Director. Permission to install a pipe Sewer by trenchless methods instead of the construction originally specified shall not entitle the Contractor to any compensation for any additional expenses or for the costs of an unsuccessful attempt. 6. Point Repairs. a. Payment for point repairs on pipes up to and including 15” in diameter shall be paid using one of the following bid items: PART 7 – TRENCHLESS 119 1. “Point Repair – Under 10 Feet Deep” includes excavation that is 10 feet deep and shallower, not underneath pavement. 2. “Point Repair – Under 10 Feet Deep – Street”, includes excavation that is 10 feet deep and shallower, and underneath pavement. 3. “Point Repair – 10 to 15 Feet Deep” includes pipe more than 10 feet deep, up to 15 feet deep, and not underneath pavement. 4. “Point Repair – 10 to 15 Feet Deep - Street” includes pipe more than 10 feet deep, up to 15 feet deep, and underneath pavement. b. The price shall include all labor, materials, tools and equipment required for excavation and repair of the existing Sewer, Backfill, restoration of property, modification and restoration to the manholes or Sewers, pavement replacement within the Payline Limits of the repair, and permits for the repair. c. Payment for any point repair on pipes in excess of 15” in diameter or 15 feet deep will be addressed separately. d. No payment shall be made for point repairs required to repair damage done by the Contractor or to retrieve any of the Contractor’s equipment. 7. Monitoring and Testing. All costs for settlement monitoring and product testing required during construction shall be included in the respective costs for pipe and not be paid for separately. All testing shall be done by an approved independent tester with the results sent directly to the District in an electronic file format. 8. Methods of Measurement and Basis for Payment. The length of CCTV is measured (slope/length) along the centerline of the pipe between the inside walls of the structures. The cost of each CCTV and inspection shall be included in the price paid per linear foot of pipe, or as specified in the Contract. 9. Shotcrete and Miscellaneous Sewer Repairs. a. Lateral Repairs 1. Trimming of protruding taps shall be included in the unit bid price for Pay Item “Lateral Repair Non-Person Entry” And the Pay Item “Lateral Repair Person Entry”. 2. All costs involved with reestablishing service lateral connections, including cutting open the CIPP, shall be included in the appropriate unit bid price for Pay Item “Sewer Re-Connections 8”- 24 Dia.” or the Pay Item “Sewer Re-Connections over 24” Dia.” PART 8 - PROTECTION AND RESTORATION 120 PART 8 PROTECTION AND RESTORATION OF SITE SECTION A CONTRACTOR RESPONSIBILITY. 1. On all projects, the Contractor shall protect water quality by keeping Work sites and haul routes free of debris, soil, or other material that can reach MSD Sewers or Waters of the State. Working areas shall be controlled so that only Storm Water drains into Sewer inlets and/or Waters of the State. Materials, soil piles, and other loose items placed by the Contractor shall not obstruct gutters or Storm Water drainage. Restore site and working areas to their final stabilized conditions as soon as feasible. 2. The Contractor shall protect and avoid damage to all public and private property along the line of Work. Damage due to the carelessness of the Contractor shall be repaired or restored at his/her expense. Particular attention shall be paid to avoid damage to trees, shrubs, bushes, and private property located in and adjacent to Easements on private property. No trees may be removed outside the limits of Easements without the permission of the property owner. The removal of trees, shrubs, and plants within the Easement lines necessary to construct the project may be removed and not be replaced, unless otherwise shown on the Project Plans and Specifications. Reasonable lengths (250 lineal feet) of temporary fencing may be required, the cost of which shall be included in “Protection and Restoration of Site.” 3. In occupied residential lots, damaged shrubbery or trees outside the Easement lines shall be replaced with new plants of equal type and quality. Finished lawn areas upon which earth has been deposited shall be cleared to the level of the existing sod, raked and watered. Areas where sod has been damaged, destroyed, or ruts have been filled in, shall be resodded. Areas where sod is only slightly damaged may be lightly reseeded, if so permitted. After final restoration of the settled trench surfaces, trench areas shall be resodded, unless otherwise required in the Project Plans and Specifications. 4. The Contractor may make agreements with property owners for additional working room or access. The District shall be furnished with a copy of each agreement. All costs for agreements or arrangements shall be included in the Pay Item "Protection and Restoration of Site." 5. The Contractor shall be responsible for notifying property owners at least 7 days, but not more than 14 days, in advance of the Work. SECTION B LAND DISTURBANCE ACTIVITY (FOR DISTRICT CONTRACTED PROJECTS). 1. The District holds a permit for construction or land disturbance activities. This permit applies to all Contracts which result in a land disturbance greater than one acre. Prior to beginning any land disturbance activities and before the District will make any Contract payments, the Contractor must submit for approval by the District one of the following: PART 8 - PROTECTION AND RESTORATION 121 a. A construction plan and calculations showing that the total land disturbance for this project will be less than one acre (43,560 sq. ft.). In this case, the Contractor shall install and maintain adequate sediment and erosion controls to prevent soil erosion and/or deposition of materials off-site in order to protect neighboring properties, downstream drainage facilities, and waterways. If this project involves Work in a Channel, the Contractor shall also prepare and comply with a project specific plan for Best Management Practices (BMPs) to be employed while Work is being performed in the Channel, and treatment of water pumped from excavations or holding areas. If during construction the Director determines that this project will result in a land disturbance greater than one acre, the Contractor shall be required to submit for approval all information required by subparagraph “b” of this section before any further Contract payments or land disturbance is allowed. b. The District’s Land Disturbance Permit requires a Storm Water Pollution Prevention Plan (SWPPP), which plans for best management practices (BMP) throughout the duration of the project in order to control water pollution and siltation from surface runoff. The Contractor shall be responsible for providing the following information to be used in project’s SWPPP. 1. Contract name and number. 2. Description of BMP’s to be used. 3. Total area to be disturbed. 4. Method and schedule for installing BMP’s. 5. Details of any temporary or permanent non-structural BMP’s. 6. Details of any temporary or permanent structural BMP’s. 7. Details of any sedimentation basins. 8. Details of general site management BMP’s. 9. Conditions that will allow removal of BMP’s. 10. Site boundaries and outfalls marked on a site map. An aerial/contour map will be provided by the District upon request by the Contractor. 11. A copy of the District’s permit is at the end of the Project Plans and Specifications. The Contractor’s SWPPP and activities shall comply with the requirements of the permit and SWPPP checklist. c. A copy of the SWPPP and any modifications shall be submitted to the District in order to comply with the land disturbance permit. d. The SWPPP checklist shall be provided upon request at the pre- construction meeting and is to be completed and signed by the Contractor, and submitted with the SWPPP. 2. The BMP’s that can be used include but are not limited to the following: a. Minimizing the area disturbed. b. Stabilization of the exposed area as soon as practical by sodding, seeding, mulching or blankets and matting. c. Retainage/Management of site runoff using dikes, pipe and channel diversions, slope drains, ditch checks, inflow and outflow PART 8 - PROTECTION AND RESTORATION 122 protection, silt fences, culverts or undisturbed buffer areas. Other methods of retaining silt and debris. d. Prevention of the discharge of chemicals, fuels, lubricants, bitumen’s, or other harmful pollutants from the site. Sources for a description of BMP’s include the following. 1. Sheet 3 (three) of the Standard Details of Sewer Construction included in these specifications. 2. “Developing Your Stormwater Pollution Prevention Plan: A Guide for Construction Sites,” EPA-833-R-09-004, May 2007. 3. “Protecting Water Quality: A Field Guide to Erosion, Sediment and Stormwater Best Management Practices for Development Sites in Missouri and Kansas,” MDNR, Revised January 2011. 4. Additional resources are available at the USEPA internet site https://www.epa.gov/npdes/developing-stormwater- pollution-prevention-plan-swppp 3. The District shall inspect all installed BMP’s for proper installation, operation, and maintenance a minimum of once per week. Any deficiencies shall be corrected within seven (7) calendar days of notification by the District. 4. Any changes to the SWPPP shall be submitted to the Director for approval prior to implementation. 5. In the event that the Contractor is made aware of conflict between these requirements and laws, rules, or regulations of other state, federal, or Local agencies, the Contractor shall notify the District of the more restrictive laws, rules, or regulations, which shall then apply. 6. The Contractor shall be subject to the same enforcement action that is imposed on the District, by the State, due to violation of the permit. SECTION C AGREEMENTS WITH PROPERTY OWNERS. The requirements of special arrangements made by the District with property owners at particular locations will be shown on the Project Plans and Specifications. Before entering upon any site, the Contractor shall provide the District with a signed copy of any agreement made between the property owners and the Contractor for access, working space, and restoration of site. If, in special cases, fences, trees, shrubs, or plants are to be removed by the property owner and replaced at no expense to the Contractor, such cases will be stated in the Project Plans and Specifications. Any special agreements with property owners need to be in writing and a copy will be supplied to the District. SECTION D CLEANUP. Debris and unused materials shall be removed from the working areas within 5 days of being instructed to do so by the Director, and the working areas restored as nearly as practicable, to their original conditions as soon as PART 8 - PROTECTION AND RESTORATION 123 possible, in order to minimize damage, hazard, and inconvenience to the public and to the concerned property owners. SECTION E FENCES. 1. General. a. After construction is substantially complete, fences shall be built or replaced after ground settlement due to construction is complete. Fence replacement shall be in kind and constructed to equal or better condition of that removed. Fences outside the Easement elected to be removed by the Contractor to allow construction but in such poor condition that they cannot be taken down and rebuilt with the same material shall be replaced with new fence. b. For box Culvert or pipe construction, any fences removed shall be replaced in their original location with no additional payment, unless otherwise shown on the Project Plans and Specifications. Any fence damaged during construction shall be restored to original or better condition. c. For open Channel construction, any fences within the Easement required to be removed and not replaced shall be done so with care and the fence rolled up or stacked and stored in a location designated by the owner of the property with no additional payment. All side yard fences within the Easement that are removed shall be replaced or extended to the new Channel with a like fence as directed, or as shown on the Project Plans and Specifications. d. Any section of new or replaced fence that is placed over access to manholes or structures shall be of the “removable” type and not require special tools or procedures to remove. 2. Fence Fabric Unless otherwise required in the Project Plans and Specifications, chain link fence fabric shall be No. 11 gauge wire mesh, woven in a 2-inch mesh, and shall be 48 inches high. Fabric shall have a minimum 1.2 oz. galvanized coating per square foot of wire surface and shall conform to ASTM A392 Specifications. 3. Posts and Rails Metal line posts, corner posts, and top rails shall conform to ASTM A53 Specifications “Standard Weight” pipe (Schedule 40), with a galvanized coating not less than 1.8 oz. per square foot of total coated surface. Minimum pipe sizes shall be as follows: Line Posts; 1 ½-inch nominal size (1.9” O.D.), 2.72 lb. per lin. ft. Corner Posts; 2-inch nominal size (2.375” O.D.), 3.65 lb. per lin. ft. Top Rails; 1 ¼-inch nominal size (1.66” O.D.), 2.27 lb. per lin. ft. PART 8 - PROTECTION AND RESTORATION 124 SECTION F SODDING. 1. Grading. The project area shall be properly graded to ensure that there are no ponding areas. The upper two (2’) feet of Backfill in sodded or planted areas shall be free of such rocks or lumps larger than one inch (1”) in diameter. 2. Areas to be Sodded. Unless otherwise required in the Project Plans and Specifications, the prepared surface of trenches in lawns and turfed areas and in areas required to be regraded as a part of the construction, and turfed or lawn areas damaged by the Contractor, shall be restored by resodding. 3. Fine Grading, Fertilizing, Sod Placement, and Watering. After restoration of settled surfaces of the trench with earth, or the filling of rutted areas damaged by the Contractor’s equipment, all areas will be sodded. They shall be fine graded and raked to a smooth even surface, approximately one inch below the required finished surface with smooth transitions to adjacent undisturbed areas. Commercial fertilizer shall be uniformly distributed and raked into the prepared surface at the rate of four pounds per one thousand square feet. Unless otherwise specified, the fertilizer shall be a standard commercial product with a minimum composition of 8 percent available nitrogen, 4 percent available phosphates, and 24 percent potash with 40% slow release and sulphate of potash CSOP. No sod shall be placed when the temperature of the surrounding air reaches 90 degrees or above. The sod shall be laid with closely butted joints on the prepared, finished, fertilized moist Subgrade. Within 2 hours after laying the sod and before rolling, the sod shall be watered lightly. After rolling, the newly sodded area shall be watered thoroughly to penetrate the subsoil a minimum of six (6) inches. The sod to be used shall be fescue, or as specified, free from weeds, leaves, debris, and excessive amounts of decomposed vegetable matter. It shall be surface clipped in the field to a two-inch grass height; be in strips of uniform width cut with straight edges and ends; be approximately eighteen inches wide and three to five feet long; have an adequate root system not less than one inch thick; and be fresh cut, moist, and in good condition. Upon completion of sodding, it will be the Contractor’s responsibility to maintain the newly placed sod in a moist condition until fully rooted into the Subgrade (minimum of four weeks) after the placement of sod per property. When the Director accepts that the sod has rooted, the District will notify the property owner that they are responsible for maintaining the sod. 4. Sodded Areas Outside of the Payline Limits. Sodded areas outside of the Payline Limits for sodding described above and upon which earth has been deposited and removed without leaving deposits of earth or damaging the sod, shall be raked smooth, fertilized at the rate of four pounds per one-thousand square feet, and thoroughly watered. Areas outside of Payline Limits which have been damaged shall be resodded. PART 8 - PROTECTION AND RESTORATION 125 5. Seeding Sodded Areas Outside of the Payline Limits. Areas of slightly damaged sod may be reseeded only with the approval of the Director. Such sodded areas shall be raked and fertilized at the rate of four pounds per one-thousand square feet, and lightly seeded at the rate of two pounds per one-thousand square feet. Payment for the Work of raking, watering, and light reseeding if required, is included in the lump sum payment made for restoration of site. 6. Acceptance of Sodding. No sod shall be accepted until it is rooted into the Subgrade. SECTION G SEEDING. 1. If required on the Project Plans or in the Project Plans and Specifications that seeding is to be used instead of resodding for specially designated areas, such areas shall be fine-graded and raked to the required finished surfaces and grades and fertilized at a rate of four (4) pounds per one-thousand square feet, with (13-13-13) fertilizer containing at least 30% slow release nitrogen. Unless otherwise provided in the Project Plans and Specifications, seed to be used shall be a good grade of suitable mixed lawn grass, approved by the State of Missouri for viability and freedom from excessive amounts of weed seeds. Such approved seed mix shall consist of: 20 percent Fiesta II Rye and 80 percent Fescue applied at the rate of six (6) lbs. per one-thousand square feet or 1. The upper two (2’) feet of Backfill in sodded or planted areas shall be free of such rocks or lumps larger than one inch (1”) in diameter. 2. Fescue not less than 20% Fiesta II Rye and 80% Fescue applied at the rate of six (6) pounds per one-thousand square feet. The seed shall be evenly sown on the prepared, moist, fertilized surface, at the rates specified, lightly raked, and covered with pulverized straw, rolled, watered with a fine spray to avoid washing of the seed, and kept moist until acceptance of the Work. SECTION H METHOD OF MEASUREMENT AND BASIS OF PAYMENT. 1. General. a. Before acceptance of the project, a complete inspection will be made of the areas in which the Contractor has worked or has used for access to the Work, in order to determine that damage has been repaired and the site restored as required by the specifications, and as agreed to in any private agreements between the Contractor and the property owners, whether filed with the District as required or else not reported. Final approval for restoration of pavements, wearing surfaces, sidewalks, and drives will be given by the municipal or county authority of jurisdiction. Acceptance will be withheld until the Contractor has repaired the damage and restored the site as required by the specifications and by any private agreement with a property owner. b. All costs of property protection outside of Payline Limits for cleanup and restoration of site and working areas, pavement replacement, sodding, and special agreements described in the PART 8 - PROTECTION AND RESTORATION 126 Project Plans and Specifications, are included in the lump sum payment for Protection and Restoration of Site, unless otherwise provided in the Project Plans and Specifications. 2. Land Disturbance. Payment for this Work will be included in the pay item “Protection and Restoration of Site.” Payment shall include preparation of the Storm Water Pollution Prevention Plan (SWPPP) and implementation thereof including furnishing, installing, maintaining, and removing all temporary BMP’s included in the SWPPP. 3. Fencing. a. Payment for any new fencing as shown on the Project Plans, Channel fencing, authorized fence extensions, and authorized fence replacements shall be made at the bid price per foot of chain link fence, regardless of the type fencing. b. Payment for any existing fence removed and re-installed or removed and replaced with new fence will be included in the pay item “Protection and Restoration of Site.” 4. Sodding. Payment for accepted sodded areas will be made at the bid price per square yard for the type of sod placed. Payment will include all costs of preparation, fine-grading to finished grade, fertilizing, furnishing and placing sod, and watering, complete in place for the areas required to be sodded, but exclusive of sodding required at the Contractor’s expense in restoration of areas damaged by the Contractor’s equipment or operations. The width for which payment will be made for sod will be 20 feet wide. The 20-foot width shall be centered on the pipe and/or manhole. Areas of paved surfaces and obstacles shall be excluded from payment for sod. Sodding required beyond these limits will be paid for under the Pay Item “Protection & Restoration of Site.” 5. Seeding. Payment for seeding will be made at the bid price per square yard, measured as for sod, and will include all costs of preparation, fine- grading to finished grade, fertilizing, furnishing and sowing seed, mulching, and watering complete in place for the areas directed to be seeded. When no bid price has been established for seeding the payment for the seeding will be no more than one-half the bid price per square yard for “Sodding-Fescue.” PART 9 - MISCELLANEOUS 127 PART 9 MISCELLANEOUS SECTION A GENERAL. Requirements for items of construction not described in the preceding PARTS are set forth in this PART. SECTION B CONNECTIONS TO EXISTING FACILITIES. 1. General. a. New pipe Sewers will be connected to existing Sewers at existing manholes, or at locations requiring the construction of a new manhole on the existing Sewer, or directly to a Sewer normally requiring no manhole unless otherwise shown on the Project Plans and Specifications. b. The Contractor will verify the exact location and elevation of existing Sewers immediately prior to actual construction. Any differences should then be brought to the attention of the District. 2. Existing Manholes. a. If a bulkhead opening of adequate size or a stub of proper size, elevation, location, grade, and direction exists at the manhole, the pipe connection will be made as required for pipe laying. The cost of removing the bulkheads and making the pipe connection is included in the cost of laying the new pipe Sewer. If the existing stub is not suitable for use, or if no stub exists, a new connection must be made to the manhole. The stub shall be removed or a hole shall be cut in the manhole wall to permit inserting the pip e at the required flowline elevation, horizontal angle, and slope, and to allow two (2) inches of space around the pipe for Bedding and filling solidly with 1-3 cement-sand mortar. Care shall be used to avoid unnecessary damage to the existing structure. Any damage caused by the Contractor shall be repaired to the satisfaction of the District. All loose material shall be removed from the cut surfaces, which shall be completely coated with mortar before setting the pipe. Before inserting the pipe, a sufficient thickness of mortar shall be placed at the bottom and sides of the opening for proper Bedding of the pipe. After setting, all spaces around the pipe shall be solidly filled with mortar, and neatly pointed up on the inside to present a smooth joint, flush with the inner wall surface. Any necessary revisions in the existing invert shall be made to provide a smooth plastered surface for properly channeled drainage from the new connection. Particular care shall be given to ensure that the earth sub-base and Bedding adjacent to the manhole will provide firm solid support to the pipe. PART 9 - MISCELLANEOUS 128 b. Payment shall include the costs of properly handling all existing flows, cutting a hole in the existing manhole, adjusting the invert, and making a completed pipe connection at the bid price for making a pipe connection to an existing manhole. New connections at levels above the manhole flowline for inlet lines will be made similarly except for the requirements of invert adjustment, unless otherwise required in the Project Plans and Specifications. Payment will be made at the bid price for making a pipe connection to an existing inlet, manhole, or inlet-manhole. 3. Existing Sewers. a. Connections to existing Sewers shall be made as shown in the Standard Details of Sewer Construction or as modified in the Project Plans and Specifications. Care shall be used to avoid damage to the adjacent Sewer walls or masonry. The opening shall be of sufficient size to permit inserting the pipe at the required flowline elevation, horizontal angle and slope, and to allow at least two (2) inches of space around the pipe for Bedding and filling solidly with 1-3 cement-sand mortar. If there are reinforcing bars in the Sewer walls, only those preventing insertion of the pipe may be cut. All others shall be bent into the Class “A” Concrete collar at the junction of the connection pipe and the existing Sewer. Unless a detail is provided, the collar shall have vertical walls not less than six inches thick above, below, and at the sides of the connecting pipe, and at least twelve inches from the outside of the existing Sewer at the spring line of the connecting pipe. The bottom of the collar shall extend to solid support at its base. All loose material shall be removed from the cut surfaces, and any surfaces to be in contact with newly placed Concrete shall be cleaned to the base Concrete or masonry, and thoroughly coated with cement grout before placing the Concrete for the collar. Before inserting the pipe, a sufficient thickness of mortar shall be placed at the bottom and sides of the opening for proper Bedding of the pipe. All spaces around the pipe shall be filled with mortar or Concrete and be neatly pointed up on the inside to form a smooth joint that is flush with the inner Sewer surface. b. Payment shall include the costs of properly handling all existing flows, cutting the opening in the Sewer, constructing the Concrete collar, and making the completed pipe connection at the bid price for making the complete pipe connection to the existing Sewer. 4. New Manholes. a. If a new manhole must be constructed for the connection, the new manhole and invert shall be constructed over and around the existing Sewer pipe to the elevation shown on the Project Plans and Specifications. The Work shall be done carefully to avoid breaks in the existing Sewer until the manhole is completed. Any joints in the existing Sewer shall be pointed up with 1-3 cement- sand mortar, if necessary, to stop leakage before building the manhole. After construction of the manhole, the top half of the existing pipe shall be carefully cut and removed to be flush at each end with the inside wall and pointed up to present a neat smooth surface at the junction of the cut pipe with the invert and PART 9 - MISCELLANEOUS 129 wall. The newly placed Concrete, mortar, or plastering at the connection shall be protected from Sanitary Wastewater or foul water. All Concrete shall be vibrated to ensure water tightness. b. Payment will be made for constructing a new manhole over an existing Sewer at the bid price as described for manhole construction. The costs of properly handling all existing flows, cutting, and removing the pipe, and pointing up are included in the payment made for manhole construction. SECTION C CROSSINGS OF RAILROADS, STREETS, HIGHWAYS, AND STREAM/CHANNELS. 1. General. Sewer crossings of railroads, streets, highways, and stream/Channels will be made as shown on the Project Plans and Specifications. The Contractor shall inform themselves of any additional requirements of the Railroad, Municipality, Highway Department, or Department of Natural Resources for working within their jurisdictions. 2. Crossings in Streets. Crossings in streets normally are made in open-cut construction unless otherwise shown on the Project Plans and Specifications to be made in Stanks or in tunnels, and with special requirements as described in the Project Plans and Specifications. Construction and payment are described in Parts 3, 4 and 9 for the particular items involved. 3. Crossings Under Highways. Crossings under highways will be made as shown on the Project Plans and Specifications. For arterial and major streets in the City of St. Louis so designated by the Board of Public Service and for St. Louis County primary highways so designated by the St Louis County Department of Transportation and Public Works , and for all State highways, crossings will be made in bore-holes or tunnels beneath paving, unless otherwise shown on the Project Plans and Specifications. Construction and payment are described in Part 7 for the particular items involved. 4. Crossings Under Railroads. Crossings beneath railroads will be made in tunnels, unless otherwise required on the Project Plans and Specifications. Work shall be done in full cooperation with the railroad company. The Contractor shall inform themselves of any additional requirements of the company for working beneath its tracks or within its right-of-way. 5. Crossings Under Streams/Channels. Crossings under streams and Channels normally are made in open-cut construction unless otherwise shown on the Project Plans and Specifications. Stream and Channel crossings must be protected with rock blanket or other approved stream stabilization/Channel protection methods. Concrete encasement will not be allowed. PART 9 - MISCELLANEOUS 130 SECTION D REMOVAL AND REPLACEMENT OF PAVEMENTS AND ROADWAY WEARING SURFACES. 1. General. a. All existing paving or Roadway surfacing, curb and gutter, of streets, alleys, driveways, sidewalks, paved areas, roads and highways, either removed or else damaged by the Contractor, shall be replaced to a condition at least equal to the condition before removal, and in conformance with the regulations of the agency of jurisdiction, and as required in these specifications. Cuts in all rigid base pavements and asphaltic concrete pavements shall be made to straight true saw cut lines parallel with each edge of the trench for the pipe or structure, or to the construction joint nearest the trench unless indicated differently on the Project Plans and Specifications. Reasonable efforts shall be made to avoid contrast, clash, or lack of harmony in the color and texture of the restored surfaces. b. Pavement Payline Limits shall not apply unless paving is encountered within the excavation Payline Limit widths. c. Final approval for restoration of pavements, wearing surfaces, sidewalks and drives will be given by the Local, county, or state authority of jurisdiction. 2. Partially Improved Roadway Wearing Surfaces. a. For partially improved Roadway wearing surfaces consisting of thin layers of crushed stone or gravel, either water bound or treated with oils to provide an all-weather wearing surface, excavation will be classified as Class “C” excavation. Excavation and Backfill will be made as described in PARTS 3 and 4. After the back fill in the trenches has substantially dried and completed its settlement, any settlement below the top eight inches of trench shall be refilled with compacted granular or flowable fill. A base of compacted crushed limestone and screenings, not less than eight inches thick, and with voids filled with ½ inch minus screenings, shall be placed in the top eight inches of the trench. The surface shall be water bound or treated with oils, and after drying, shall be submitted to the action of traffic. Before completion of the project, any settlement below the finished grade shall be refilled with additional compacted crushed limestone and screenings and similarly water bound or oiled. b. Payment will be made for the crushed limestone base at the bid price per square yard for “Crushed Limestone Base” for the area within Payline Limits for excavation for Sewers and manholes or similar structures. Such payment shall include the cost of any additional crushed limestone and screenings used. 3. Bituminous Wearing Surfaces. a. For bituminous wearing surfaces, excavation will be classified as Class “C” Excavation. Excavation and Backfill will be made as described in Parts 3 and 4. After the Backfill in the trenches has substantially dried and completed its settlement, a base of compacted limestone and screenings, not less than eight inches PART 9 - MISCELLANEOUS 131 thick and with voids filled with ½-inch minus limestone screenings, shall be placed in the top eight inches of trench. A bituminous wearing surface consisting of bituminous materials and pea gravel shall be applied as required by the current specifications for patching bituminous pavement of the St. Louis County Division of Highways and Traffic to a strip, centered on the trench. b. Payment will be made at the bid price per square yard for “Street Pavement – Bituminous Wearing Surface, Replacement” for the area replaced, which shall not extend beyond two (2) feet each side of the standard Payline Limit width of excavation for Sewers, manholes and other structures, and shall include pavement below curbing but will exclude curbing and inlet sumps. Such payment shall include all costs of labor, equipment, oil, gravel, and crushed limestone and screenings for the completed base and wearing surface. 4. Asphaltic Concrete Street Pavement. a. After the Backfill in the trenches has substantially dried and completed its settlement, asphaltic concrete, not less than eight inches thick, shall be placed on a primed base in accordance with the requirements of the municipality of jurisdiction or, if a municipality has no requirements, with the requirements of the St. Louis County Division of Highways and Traffic. b. Payment will be made for the asphaltic concrete at the bid price per square yard for “Street Pavement - Asphaltic Concrete Removal and Replacement” for the area replaced, which shall not extend beyond two (2) feet each side of the standard Payline Limit width of excavation for Sewers, manholes and other structures, and shall include and pavement below curbing but will exclude inlet sumps and curbing. Such payments shall include costs of labor, equipment, primer, saw cutting and asphaltic concrete required for removing and replacing the completed base and pavement surface. 5. Rigid Base Pavements. a. Pavements of portland cement concrete, pavements on portland cement concrete base, pavements of asphaltic concrete surface course on existing pavements of portland cement concrete, or pavements of asphaltic concrete surface course on existing pavements of brick or cobblestone base shall be considered rigid base pavements. After the Backfill in the trenches has substantially dried and completed its settlement, the removed rigid base pavements shall be replaced as follows unless otherwise specified by the municipality of jurisdiction. b. Pavements of portland cement concrete shall be replaced with Class “A” Concrete pavement not less than eight inches thick. It shall be reinforced with six by six inch, eight-gauge, welded wire mesh, meeting the requirements of ASTM A1064 Specifications, placed and held at two inches from the bottom of the Concrete and extending six inches beyond each edge of the trench. The surfaces of the cut Concrete shall be clean and free of loose particles. The completed pavement surfaces shall be finished to the same level and texture as the adjoining pavement, and shall be protected from damage, rapid drying or freezing. Any paving beyond the allowed PART 9 - MISCELLANEOUS 132 Payline Limits for the pavement which may be removed or damaged by the Contractor shall be replaced with no additional payment. 1. Payment will be made for the Concrete pavement removed and replaced at the bid price per square yard for “Street Pavement – Concrete Removal and Replacement”. The area for which removal and payment will be made shall be full slab from joint-to-joint or edge of pavement, for any disturbed slab located within the Payline Limit width for excavation of Sewers, manholes and structures, this shall exclude the area for inlet sumps and curbing. c. Pavements of asphaltic concrete surface course on existing pavements of portland cement concrete base or on brick and Concrete or cobblestone and Concrete or cobblestone base, the pavement shall be replaced with two inches of asphaltic concrete surface course on Class “A” Concrete pavement base not less than eight inches thick, constructed as required for portland cement concrete pavement except for the requirement of surface texture. Any paving beyond the allowed Payline Limits for the pavement which may be removed or damaged by the Contractor shall be replaced with no additional payment. 1. Payment will be made for the asphaltic concrete surface course on existing Concrete, brick and Concrete, cobblestone and Concrete, brick, or cobblestone pavement base removed and replaced at the bid price per square yard for “Street Pavement – Asphaltic Concrete Surface and Rigid Base – Removal and Replacement”. The area for which removal and payment will be made shall be full slab from joint-to-joint or edge of pavement, for any disturbed slab located within the width for excavation of Sewers, manholes and structures, this shall exclude the area for inlet sumps and curbing. 6. Sidewalks and Driveways. a. Removal of sidewalks and driveways of Concrete shall be made to the nearest joint or edge in the Concrete pavement. Care shall be used to avoid damage to the adjacent pavement remaining in place. If the adjacent pavement is damaged or cracked by the operations of the Contractor, the pavement area enclosed between the Payline Limit as directed and a line parallel with such Payline Limit and including the damaged pavement shall be replaced at the expense of the Contractor. After the Backfill in the trenches has substantially dried and completed its settlement, the removed pavements shall be replaced as follows: b. The removed Concrete sidewalks and Concrete driveways shall be replaced with similar pavements of Class “A” Concrete to a thickness not less than four inches, nor less than the thickness required by the municipality of jurisdiction. It shall be reinforced with six by six inch, eight-gauge, welded wire mesh. The surfaces of the cut Concrete shall be clean and free of loose particles. The pavement surfaces shall be finished to the same level, and texture as the adjoining pavements and shall be protected from damage, rapid drying, or freezing. PART 9 - MISCELLANEOUS 133 1. Payment will be made at the bid price per square yard for “Sidewalks & Driveways Concrete – Rem. and Rep.” The area for which payment will be made shall not extend past the nearest joint or edge of the Concrete pavement beyond the Payline Limits for excavation for Sewers, manholes and similar structures. Cuts for trenches in asphaltic sidewalks and driveways shall be made by saw cut to straight true lines located on the Payline Limits of excavation for the trench or structure. c. The removed or damaged asphaltic pavement shall be replaced with paving similar to that removed, but not less than two inches thick, nor less than the thickness required by the municipality of jurisdiction. Sidewalks passing through driveways and driveway approaches are considered driveways for the purpose of removal, replacement, and payment. 1. Payment will be made at the bid price per square yard for “Sidewalks & Driveways Concrete – Rem. And Rep”. The area for which payment will be made shall not extend beyond two (2) feet each side of the standard Payline Limits for excavation for Sewers, manholes, and similar structures. d. Payment for unimproved drives of gravel or crushed rock surfacing shall be included in the payment made for restoration of site unless otherwise specified in the Project Plans and Specifications. 7. Curb and Gutter. a. When necessary to remove Concrete or asphaltic concrete curb and gutter, the cuts shall be made to straight true lines perpendicular to the alignment of the curb, and shall be located two feet beyond each Payline Limits of trench, or when so directed, to the nearest construction joint within an approximate distance of two feet beyond the trench Payline Limits. When granular fill compaction and settlement has been completed, the removed curb shall be replaced with similar matching curb and gutter in accordance with the specifications of the municipality of jurisdiction. Asphaltic concrete curb shall be machine laid, if in excess of 10 feet in length. b. Payment will be made for removing and replacing Concrete curb and gutter or asphaltic concrete curb and gutter at the respective bid price per lineal foot for the actual length required to be removed and replaced, excludes the curb and gutter removed and replaced as part of inlet construction. c. Curbs not requiring forms on the exposed surface as well as the unexposed surface will be considered pavement for the purpose of removal, replacement, and payment. 8. ADA Access Ramps. a. When access ramps are required at street crossings or intersections due to removal of existing curbing or sidewalks the Contractor PART 9 - MISCELLANEOUS 134 shall comply with all jurisdictional requirements. Two ramps may be required if the inlet is in the rounding. b. Payment for access ramps, removed and replaced or installed new shall be the same as for Concrete sidewalks above. Payment will include any special detectable warning panels or other specials finishes required by the municipality. 9. Backfill Under Pavements and Roadway Wearing Surfaces. Backfill in trenches through pavements shall be made with water jetted granular fill which shall extend two feet beyond the edge of street pavements at the level of their bases, and one foot beyond the edge of driveways and sidewalks at the level of their bases. SECTION E HEADWALLS, INTAKE AND OUTLET STRUCTURES. 1. General. a. Headwalls, intake, and outlet structures shall be constructed of Class “A” air-entrained Concrete as required on the Project Plans and Specifications and the Standard Details of Sewer Construction. Soft or unsuitable earth at the base of the structure shall be removed and replaced with crushed limestone and screenings (MSD 3). Forms, reinforcing if required, exposed concrete, and workmanship shall meet the requirements of Part 5 Concrete Construction. b. Payment will be made for each completed headwall, or intake, or outlet structure at the respective lump sum bid price for each completed structure. Each lump sum bid price shall include all costs of forms, Concrete, reinforcing steel, preparing the end of the pipe or conduit, general excavation and Bedding for the structure, and all Work as shown or specified for the completed structure; but exclusive of excavation required for the removal of unsuitable Subgrade. 2. Flared End Section. The flared end section shall be precast and of the size shown on the Project Plans and Specifications. It shall meet all applicable requirements of ASTM C-76. Construction shall conform to MSD Standard Details of Sewer Construction. In place price for “Flared End Section” shall include all costs for flared end section, Concrete, toe and head walls, Rock Blanket, excavation, and Bedding. 3. Outlet Structures. Where shown on the Project Plans and Specifications, outlets of Separate Storm Sewer lines discharging into creeks and large unlined Channels will be constructed as shown in the Standard Details of Sewer Construction using a single length of approved polypropylene pipe. The pipe shall be cut at a slant flush to the bank. The Concrete collar at the junction of the polypropylene pipe and the Storm Sewer shall be of Class “A” Concrete, as shown on the Standard Details of Sewer Construction. PART 9 - MISCELLANEOUS 135 SECTION F ABANDONMENT. 1. Sewers. Sewers and laterals to be abandoned shall be securely blocked at any points of intake or discharge with a bulkhead or pre-formed plug and when directed by the Project Plans and Specifications, they shall be completely filled with an approved material such as low density cellular concrete. The proposed method of filling and blocking the Sewer shall be submitted to the District for approval. The Contractor will be allowed to remove that portion of the Sewer to be abandoned in lieu of filling and blocking. If the Contractor elects the removal method, all costs for backfilling the excavation and all costs for surface restoration, in addition to removing and properly disposing of the pipe, shall be included in the price for abandonment. 2. Manholes and Inlets. a. After removing the manhole frame and cover or inlet stone, all incoming and outgoing pipes shall be bulkheaded. The walls shall be lowered to two feet below final grade if in earth or to below Subgrade if in pavement. b. The structure shall then be filled with granular material. Selected earth shall be used to bring the surface to final grade, or the Subgrade and pavement and curbs shall be replaced in paved areas. 3. Septic Tanks. a. When the Project Plans and Specifications call for the abandonment of a septic tank, the Contractor shall pump out and properly dispose of the contents within the tank. b. The bottom of the tank shall be perforated to allow for drainage. If the top of the tank is Concrete, it may be broken up and deposited in the tank. The sidewalls shall be lowered to at least two feet below final grade. The remainder of the tank shall be filled with granular material. Selected earth shall be used to bring the surface to final grade. 4. Pump Station Abandonment. a. General. The Contractor shall contact the District seven (7) calendar days prior to abandonment of the lift station to give the District time to salvage any equipment. The Contractor shall protect any equipment to be salvaged by the District. Any equipment not salvaged shall become the property of the Contractor and shall be removed and disposed of in a proper manner. b. Lift Station Abandonment. 1. The existing above grade structure shall be removed to at least two feet below finished grade. PART 9 - MISCELLANEOUS 136 2. The bottom of the existing lift station shall be perforated to allow for drainage. 3. The structure shall be filled with jetted granular material. 4. Selected earth shall be used to bring the surface to final grade. 5. Terminate all Utilities serving the site. c. Equipment Removal and Disposal. Remove all mechanical and electrical equipment not salvaged by the District and dispose of the removed material in a proper manner. d. Force Main Abandonment. 1. The existing Force Main shall be abandoned and filled in accordance with Section F, 1. Sewers, of this Part. Ferrous Force Mains to be drained prior to abandonment. 2. All shut off valves, cleanouts, and blow-offs shall be removed. The ground surface around these structures shall be restored in a manner similar to the surrounding conditions. 3. If the Contractor decides to remove the entire Force Main, additional conditions and permits may be required. No separate payment will be made for restoration, or additional conditions or permits. e. Payment. 1. Payment for the abandonment of the lift station will be at the lump sum bid price for “Abandonment – Pump Station”, and shall include all costs for labor, equipment, and material for abandonment of the lift station, removal and disposal of all mechanical and electrical equipment, abandonment and fill suction intakes between the wet well and lift station, filling the existing structures, and all site restoration. 2. Payments for the abandonment of the existing force mains shall be at the unit bid price for the Pay Item “Abandonment – Pipe Fill”, and shall include the cost for all labor, material, and equipment necessary for the abandonment in place and complete. The removal of all valves, blow-offs, and cleanouts, as well as abandonment of vaults for these structures and associated site restoration shall be included in the unit bid price for “Abandonment – Pipe Fill”. 5. Payment for Abandonment. Payment for the Work and materials required to abandon Sewers, manholes, inlets, septic tanks, and pump stations to the methods described above, will normally be made by a respective bid item at a cost per cubic yard or cost per place. If no bid price is provided, abandonment will not be paid for separately. PART 9 - MISCELLANEOUS 137 SECTION G SIGNS. When required by the Project Plans and Specifications, the Contractor shall furnish a sign at each of the major work locations to inform the public of the Work under construction. The sign layout shall conform to the applicable SIGNS detail included in the Standard Details of Sewer Construction. The “Estimated Value $” information to use will be provided by the District with the Notice to Proceed documentation. The sign(s) shall be located as approved by the Director and maintained in a neat and orderly condition. No additional payment will be made for the required sign(s) SPECIFICATION INDEX 138 A Abandonment, 135 Acceptance of The Work, 10,21 Adapters and Couplings, 46 Additional Fill, 103 Admixtures, 34,51,87,91,116 Aggregates for Concrete, 34 Agreements with Property Owners, 120,122 Air-Entrained Concrete, 47,87,134 Air-Entraining Admixtures for Concrete, 34 Air Testing, 67 Ambiguity of Plans or Specifications, 14 Asbestos, PCBs, Petroleum, Hazardous Waste or Radioactive Material, 16 Asphaltic Concrete Street Pavement, 131 Auger Boring, 105,106 Authority of The District Representative, 17 B Backfill Around Structures, 84 Backfill Jetted, 79, 134 Backfill Under Pavement and Roadways Wearing Surfaces, 134 Batching and Mixing, 88 Bedding, 47,70,99 Bell and Spigot Pipe, 70 Bituminous Wearing Surfaces, 130 Box Culverts, 47 Bracing and Shoring, 60 Brick, 36,37,75 Brick Masonry Construction, 75 Building Brick, 37 C Cast Iron, 35,40 Change of Trench or Channel Location, 58 Channel Construction, 66,98,123 Classes (concrete), 86 Classes (excavation), 53 Classification, 53 SPECIFICATION INDEX 139 Clay Pipe and Fittings, 39 Cleanup, 122,125 Clearing, 54,62 Cold Weather, 44,95 Compacted Backfill, 55,83,84 Compaction, 61,64,68,78,79,80,98-103,114,133 Composite Sewer Pipe, 31,33,36,38 Concrete Construction, 86 Concrete Cradle, 71,73,81 Concrete Encasement, 70,71,73,81-84,112,129 Concrete Forms, 95 Concrete Pipe, 38,39,40,44,45,68,69,71 Concrete Structures, 17,51,74,76,89 Connection to an Existing Manhole, 113,128 Connections to Channel, 102 Connections to Existing Facilities, 127 Construction and Expansion Joints, 93 Construction Stakes, 66,98 Contractor’s Delays or Abandonment, 30 Contractor’s Liability for Exceeding the Contract Period, 20 Contractor’s Relief from Maintenance and Responsibility, 21 Contractor’s Responsibility for Work as a Whole, 16 Control of Materials, 33 Control of Water, 59,120 Control of Work, 16 Conveying and Placing, 89 Cooperation Between the Contractor, Utility Owners, and Other Contractors, 26 Corrugated Polypropylene Pipe, 39,42,44 Cross Sections (Channel Excavation), 57,98,101 Crossings of Railroads, Streets, Highways, 129 Crushed Limestone and Screenings, 48,130,131,134 Curb and Gutter, 130,133 Cured-in-Place Pipe (CIPP), 42,115,116,119 Curing and Protection, 94,95 Curved Alignments, 39,70 Curved or Radius Pipe, 81 Cut Sheets, 66 SPECIFICATION INDEX 140 D Damp-proofing,38,51 Decision of Director Conclusive, 14 Dewatering, 55,59,109 Definitions, 10 Direct Conflict, 11,64,109 Directional Drilling, 105 Disposal of Materials, 26 Disposition of Excavated Materials, 60 District to Stake Out Work, 17 District’s Liability for Delays, 20 District’s Right to Use Work Prior to Acceptance, 21 Ductile Iron Pipe, 40,41,43,69 E Earth Tunneling, 105 Easements, 11,14,54,66,102,123 Elliptical Pipe, 72 Excavation, 53 Excavation for Structures, 62,63 Excavation in Rock, 59 Excavation of Existing Sewer Pipe, 62 Exfiltration Testing, 67,68,69 Existing Manholes, 65,127 Existing Sewers, 68,127,128 Explosives, 26,59 F Facing Brick, 37 Fences, 54,65,122-123,126 Fiberglass Pipe, 39,42,44,46 Field Approval of the Work, 21 Field Tests, 67,115,118 Fill, 101 Final Cost Estimate, 31 Finishing, 94 Fittings and Special Pipes, 71 Flared End Section, 134 SPECIFICATION INDEX 141 Force Account, 28-30,109 Force Main, 41,42,72,80,136 G General Construction Conditions, 66 Geotextile Fabric, 49,99 Grade Adjustment Rings, 38 Granular Backfill, 61,64,79,84,92,116 Granular or Other Compacted Materials, 79 Gray Iron Castings, 35 Groundwater, 45,53,55,67,68,109 Grout, 90,91,93,99,106-108,110,116-118 Guided Auger Boring, 106 Guided Boring Method, 106 H Handmixing, 89 Headwalls, Intake and Outlet Structures, 134 Hot Dry Weather, 95 House Laterals (Sanitary), 64 I Indemnification, 25 Infiltration/Exfiltration Testing, 67,68-69 Inlet and Outlet Pipes, 37,69,76,77 Inlet-manholes, 62,63,73,82,84,118,128 Inlet Stones, Sills and Blocks, 47 Inlets, 61-63,73-77,80,82-84,135-136 Inspection of the Work, 18 Insurance, 21,26,28-30 J Jetted Backfill, 79 Joint Testing, 67,68 Joints, 40-41,43-46,50,67,68,70-72,74-76,78,90,93-96,99,106-110,112,128,130-133 Junction Chambers, 61,71,73,83-84 SPECIFICATION INDEX 142 L Labor Competency, 24 Lateral, 56,57,64,65,85,114,119,135 Length of Open Trench, 58 Lifting Holes, 39 Limitation on Pay Quantities, 28 Limits of Excavation, 57,67,133 Lubricants for Prefabricated Pipe Gaskets, 46 M Mandrel Testing, 68 Manhole Cones, 37 Manhole Cover, 35,77 Manhole Frame, 35,36,77,78 Manhole Steps, 37,82 Manhole Testing, 69 Manholes,35,37,38,45,61,62,63,62,69,73-77,81-82,84,95,113,114,127,128,130-133,135,136 Materials, 33,86 Materials and Labor Bills, 31 Maximum Water Content, 86 Measurement and Payment, 27,55,62,80,103,117,125 Measurement of Quantities, 27 Mechanical Compaction, 67,79,100,101 Metal Reinforcement in Concrete, 34 Methods and Appliances, 18 Micro tunneling, 105 Mortar and Grout, 90 N Natural Channels, 100,102 O Observance of Laws and Regulations, 22 Open Cut Excavation, 55,115 Or Equal Clause, 14 Order of Work, 19 Outlet Structures, 134 Overhead Wires or Poles, 25,56 SPECIFICATION INDEX 143 P Partially Improved Roadway Wearing Surfaces, 130 Paved Channels, 94,98 Pipe Field Test, 67 Payment for Abandonment, 136 Payment for Changes and Extra Work, 16,28 Payment for Excavation, 64,82 Payment for Private Underground Facilities, 65 Payment for Sanitary House Laterals, 64 Payment for Stanking, 64 Payment on Cash Contracts, 31 Permits and Licenses, 17,21,23,56,120-122,136 Personal Liability, 25 Pipe, 66, referenced throughout specification Pipe Connections to Existing or New Paved Channel, 103 Pipe Connections to Pipe, 43,71,128 Pipe Laying, 54,70,71,73,127 Pipe Sewer Construction, 66 Plant-mixed or Ready-mixed, 88 Plastic Pipe, 43,45,46,76,77,102 Point Repairs, 115,118 Polyvinyl Chloride Pipe, 38,39,40 Portland Cement, 34,37,39,75,86,90,92,99,108,116,131,132 Precast Concrete Box Culverts, 47 Precast Manholes, 37,74 Primers and Adhesives, 46 Progress Payments, 30,117 Project Plans and Specifications, 12 Proportioning, 87,88,91 Prosecution, Progress and Acceptance of the Work, 19 Protection, 53,71,94,120 Protection and Restoration of Site, 60,120,127 Public Convenience and Safety, 24 Pump Station Abandonment, 135 SPECIFICATION INDEX 144 R Reach Integrity Testing, 67 Reinforced Concrete Manholes, 37 Reinforced Concrete Pipe, 38,39,40 Reinforcing Steel, 35,83,85,90,96, 97,134 Rejected Materials, 34 Rejected or Unauthorized Work, 19 Removal and Replacement of Pavements and Roadway Wearing Surfaces, 130 Replacement of Existing Sewers/Test Method Modifications, 68 Responsibilities of The Contractor, 15 Restoration, 102,114,120 Right-of-Way, 12,14,22,26,54,57,79,114,116,129 Rigid Base Pavements, 130,131 Riser Sections, 38,75 Rock Blanket, 49,98,99,103,129,134 Rock Excavation in Tunnel, 98 Rock Lined Channels, 99,103 S Sampling, Inspection and Testing, 33,93 Sand, 34,75,86,89-91,94,99,116,127,128 Sanitary and Combined Sewer Pipe, 38 Scope of Payment, 28 Scope of Work, 14 Seeding, 78,121,125,126 Septic Tanks, 135,136 Setting of Castings, Frames, Fittings and Steps, 77 Sewer Brick, 36,37 Sewers, 66, referenced throughout specification Shafts, 106,109,117,107 Silt fence, 122 Site Maintenance, 24 Shoring, 54,60,61,67,96 Sidewalks and Driveways, 132 Signs, 137 Sodding, 54,78,120,121,124-126 Sources of Supply, 33 Stanking, 55,61,64 SPECIFICATION INDEX 145 Steel and Castings, 35 Storage of Materials, 33 Storm Water Sewer Pipe, 39 Structural Steel, 35 Structures, 55,61,63,65,73,74,84,85,134 Subcontract, 16,29 Submittal of Claims, 15 Superintendence, 24 Supplemental Drawing, 17 T Taxes, 23,29,32 Tees, 71,78,81 Tees, Wyes, Bends, Stubs, Etc., 71,81 Temporary Fencing, 120 Test, 27,33,67,80,93,115,119 Test Cylinders, 89,93 Test Pits, 53 Time of Commencement, 19 Time of Completion, 16,20,22 Traffic, 27,115,130,131 Trees, 54,62,100,101,120,122 Trench Backfill, 78,83 Trench Excavation, 61,62 Trenchless Installation Methods, 118 Tunnel Boring, 105 Tunnel Drainage, 106 Tunneling, 55,105,106 U Unauthorized Excavation, 58,85 Unauthorized Work, 19 Underground Structures, Pipe Lines, or Utilities, 55 Unsuitable Subgrade, 45,58,59,63,134 Unusual Excavation Conditions, 55,65 Use of Explosives, 26,59 Utilities, 25,55,56,60,61,104,107,109,112,113,118,136 Utility Removal and Relocation, 64 SPECIFICATION INDEX 146 V Vacuum Testing, 69 W Water in Excavation, 71 Waterproof, 38,51,52 Watertight, 34,35,36,44,45,46 Weather, 19,20,22,44,92,95 Work Included in Excavation, 54 Wyes, 71,81 Table of Contents for Details Payline Widths and Pay Quantities of Concrete -------------------------- 1 Payline Limits for Excavation ---------------------------------------- 2 Pipe Bedding Class “C” (For All Flexible 6” to 60” Pipe) -------------- 3 Pipe Bedding Class “C” (Modified for Reinforced Concrete Pipe) ------- 4 Special Pipe Bedding Detail for Unsuitable Replacement ≥ 12” Depth ------ 5 Concrete Encasement -------------------------------------------------- 6 Line Manhole Pipe Sewers 8”-24” Diameter ----------------------------- 7 Typical Line Manhole on Pipe Sewer 27” Thru 42” in Diameter ---------- 8 Manhole on Pipe Sewer 27” Thru 42” (Alternate) ----------------------- 9 Manhole on Concrete Pipe Sewers 48” Thru 54” Diameter --------------- 10 Manhole on Concrete Pipe 48” Thru 54” (Alternate) ------------------- 11 Typical Manhole Base Reinforced Concrete Pipe Sewers 60” and Larger in Diameter ----------------------------------------------- 12 Outside Foulwater Drop Manhole --------------------------------------- 13 Outside Foulwater Drop Manhole (Alternate) ---------------------------- 14 Inside Foulwater Drop Manhole (For Free-Fall) ------------------------- 15 Terminal Manhole ---------------------------------------------------- 16 Precast Concrete Manholes -------------------------------------------- 17 Precast Manhole on Existing Pipe ------------------------------------ 18 Adjust to Grade --------------------------------------------------------- 19 Typical Precast Manhole Tee for Reinforced Concrete Pipe Sewers 48” and Larger in Diameter ----------------------------------------------- 20 Untrapped Street Inlet Brick Construction ----------------------------- 21 Trapped Street Inlet Brick Construction ------------------------------- 22 Double Untrapped Street Inlet Brick Construction ---------------------- 23 Area Inlet Open 4 Sides Brick Construction ----------------------------- 24 Area Inlet Manhole (12” thru 24”) ----------------------------------- 25 Double Area Inlet Open 4 Sides Brick Construction -------------------- 26 2 Grate Inlet Brick Construction ------------------------------------- 27 Grate Seat for 2 Grate inlet with Side Intake ----------------------- 28 Precast Concrete Stormwater Structures ------------------------------ 29 Area Inlet Precast Concrete ----------------------------------------- 30A Area inlet Corbel Stone -------------------------------------------- 30B 2 Grate Inlets Precast Concrete -------------------------------------- 31 Single Street Inlets Precast Concrete ------------------------------- 32 Double Untrapped Street Inlet Precast Concrete ------------------------ 33 Trapped Street Inlet Base Precast Concrete --------------------------- 34 Precast Concrete Unit for Single Street Inlet ------------------------- 35 Precast Concrete Unit for 4 Way Area Inlet -------------------------- 36 Concrete Double Street Inlet with Precast Concrete Unit “A” --------- 37 Precast Concrete Unit “A” for Street Double Inlet ------------------- 38 Precast Concrete Unit “B” for Street Double Inlet ------------------- 39 Standard – Inlet Stones, Blocks & Design Details -------------------- 40 Details of Inlet Frame and Grates ----------------------------------- 41 Details of Steel Grate ---------------------------------------------- 42 Details of Reticuline Grate ----------------------------------------- 43 Ductile Iron Grate -------------------------------------------------- 44 Steel Requirements for Grate Inlet Seat ----------------------------- 45 Cast Iron Side Intake Unit for Grated Inlets 249 Lbs ---------------- 46 Cast Iron Manhole Frame --------------------------------------------- 47 Cast Iron Covers for Manholes and Inlets ----------------------------- 48 Locking Device for Type “T” Lock Type Manhole Cover ------------------ 49 Locking Device for Type “N” Lock Type Manhole Cover ------------------ 50 PS1-B Manhole Step for Brick Structures ------------------------------ 51 Manhole Step for Precast & Cast –In-Place Manhole --------------------- 52 Gutter Sumps for Vertical Curb --------------------------------------- 53 Gutter Sump for Lip Curb -------------------------------------------- 54 Flared End Section ------------------------------------------------- 55 Repair of Stormwater Outfalls --------------------------------------- 56 House Connection to Existing Tee or Wye ------------------------------ 57 Machine Tap ----------------------------------------------------------- 58 House Connections Allowed By Tee Saddle ------------------------------- 59 “Roll-In” (For Existing Clay or Concrete Pipe) ------------------------ 60 Connections to Large Sewers-Brick ------------------------------------- 61 Connection to Large Sewers -------------------------------------------- 62 Sampling Tee ---------------------------------------------------------- 63 Force Main Cleanout (6” Diameter & Smaller) -------------------------- 64 Air Test Table -------------------------------------------------------- 65 Creek Crossing -------------------------------------------------------- 66 Shallow Creek Crossing ------------------------------------------------ 67 Signs (Stormwater) ---------------------------------------------------- 68 Signs (Wastewater) ---------------------------------------------------- 69 Signs (stormwater + Wastewater) --------------------------------------- 70 ROUND PIPE HORIZONTAL ELLIPTICAL PIPE INSIDE DIAMETER OF PIPE (INCHES) "W" PAYLINE WIDTH OF TRENCH (INCHES) "W" PAYLINE WIDTH OF TRENCH (FEET) PAY -VOLUMES CU. FT. PER FT. INSIDE DIMENSIONS OF PIPE (INCHES) W PAYLINE WIDTH OF TRENCH (INCHES) "W" PAYLINE WIDTH OF TRENCH (FEET) PAY -VOLUMES CU. FT. PER FT. CONCRETE ENCASEMENT CONCRETE ENCASEMENT 4 30 2.50 3.28 6 30 2.50 3.59 8 30 2.50 3.87 10 30 2.50 4.09 12 30 2.50 4.25 15 36 3.00 5.55 18 36 3.00 5.77 14 x 23 41 3.42 5.94 21 39 3.25 6.61 24 42 3.50 7.39 19 x 30 49 4.08 7.68 27 45 3.75 8.18 22 x 34 53 4.42 8.61 30 49 4.08 9.30 24 x 38 58 4.83 9.70 33 53 4.42 10.53 27 x 42 62 5.17 10.71 36 56 4.67 11.43 29 x 45 66 5.50 11.72 39 DISCONTINUED 32 x 49 71 5.92 13.14 42 63 5.25 13.38 34 x 53 75 6.25 14.05 48 70 5.83 15.67 38 x 60 83 6.92 16.18 54 77 6.42 18.15 43 x 68 92 7.67 18.81 60 84 7.00 20.73 48 x 76 101 8.42 21.59 66 91 7.58 23.45 53 x 83 109 9.08 24.35 72 98 8.17 26.37 58 x 91 118 9.83 27.45 78 105 8.75 29.39 63 x 98 126 10.50 30.50 84 112 9.33 32.57 68 x 106 135 11.25 33.91 90 119 9.92 35.90 72 x 113 143 11.92 36.99 96 126 10.50 39.37 77 x 121 152 12.67 40.69 102 133 11.08 42.99 82 x 128 160 13.33 44.45 108 140 11.67 46.75 87 x 136 168 14.00 47.79 114 147 12.25 50.66 92 x 143 176 14.67 51.70 120 154 12.83 54.72 97 x 151 185 15.42 56.01 126 161 13.42 58.92 132 168 14.00 63.27 106 x 166 202 16.83 64.48 144 182 15.17 72.40 116 x 180 218 18.17 73.59 TABLE 1 PAYLINE WIDTHS OF TRENCH AND PAY -QUANTITIES OF CONCRETE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. B.E.B. Ch. J.C.K. 2009 SHEET 1 LIMITS FOR TRAPEZOIDAL CHANNEL GROUND LINE \, PAYLINE LIMITS FOR BOX CULVERT NOTE: GROUND LINE LIMITS FOR VERTICAL WALL PAYLINE FOR ANY OTHER TYPE OF CHANNEL EXCAVATION SHALL BE THE EXACT SHAPE OF THE SUBGRADE. PAYLINE LIMITS FOR EXCAVATION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. W.S.H. Ch. J.C.K. 2009 SHEET 2 r' OUTSIDE OF PIPE BELL OUTSIDE OF PIPE BARREL LINE OF ACTUAL EXCAVATION NOTES: "MINIMUM TRENCH WIDTH" 1.25 x PIPE OUTSIDE DIAMETER PLUS 12" (SEE NOTE 4) -1 PAYLINE FOR "C" EXCAVATION LINE OF ACTUAL EXCAVATION COMPACTED CRUSHED LIMESTONE AND SCREENINGS (MSD #1) PAYLINE FOR "C" EXCAVATION 1. CHECK GRADE OF PIPE AFTER COMPACTION TO INSURE THE DESIRED FLOWLINE HAS NOT CHANGED. 2. DURING JETTING PROCESS, NOZZLE SHALL NOT BE INSERTED CLOSER THAN TWO FEET FROM TOP OF PIPE. 3. FOR INSTALLATIONS IN HIGHLY ORGANIC OR OPENLY FLOWING SOILS, THE ENTIRE PERIMETER OF THE PIPE BEDDING SHALL BE WRAPPED WITH AN APPROVED FILTER FABRIC. 4. MINIMUM TRENCH WIDTH SIDE DIMENSION SHALL CONFORM TO THIS DETAIL, NOT LESS THAN THE GREATER OF: OD+16" OR OD*1.25+12" OR TO MANUFACTURER'S RECOMMENDATIONS. 5. EXCAVATION PAID PER PAYLINE WIDTH, SEE TABLE 1. PIPE BEDDING CLASS "C" (FOR ALL FLEXIBLE 6" to 60" PIPE) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. J.J.S 2015 SHEET 3 PAYLINE WIDTH "W" SEE TABLE NO. 1 OUTSIDE OF PIPE BELL. OUTSIDE OF PIPE BARREL. PLANE OF COMPACTED CRUSHED LIMESTONE & SCREENINGS. (MSD #2) 30"0 OR GREATER. (MSD #1) LESS THAN 30" D. LINE OF ACTUAL EXCAVATION. I METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction SPRINGLINE FLOW LINE PAYLINE FOR "C" EXCAVATION LINE OF ACTUAL EXCAVATION. CAREFULLY PLACED AND COMPACTED SELECTED EARTH BEDDING. COMPACTED CRUSHED LIMESTONE AND SCREENINGS REQUIRED IF UNDER PAVEMENT. PAYLINE FOR "C" EXCAVATION. 6"MIN. FOR 60"DIA. 4"MIN. & LARGER OR EQUIVALENT. PIPE BEDDING CLASS "C" (MODIFIED FOR REINFORCED CONCRETE PIPE) Dr. W.S.H. Ch. J.C.K. 2009 SHEET 4 PAYLINE WIDTH "W" LINE OF ACTUAL EXCAVATION. SEE TABLE NO.1 MSD STANDARD CONSTRUCTION SPECIFICATIONS. / / OUTSIDE OF PIPE BELL. >, 6" MINIMUM OUTSIDE OF PIPE BARREL.' i COMPACTED CRUSHED LIME- STONE AND SCREENINGS. PAYLINE FOR CLASS "C" EXCAVATION. 6" MINIMUM ��" S��T�" ��� 4" MINIMUM SUBGRADE REPLACED CAREFULLY COMPACTED (SEE NOTE 2) PROVIDE BELL HOLES AT EACH JOINT. LINE OF ACTUAL EXCAVATION. 12" OR GREATER GEO FABRIC TYPE 3 BLOCKING OF PIPE NOT PERMITTED. PAYLINE FOR CLASS "C" EXCAVATION. NOTES: 1) CHECK GRADE OF PIPE AFTER COMPACTION TO INSURE THE DESIRED FLOWLINE HAS NOT CHANGED. 2) SUBGRADE REPLACEMENT SHALL BE COMPACTED WITH HAND OPERATED VIBRATORY COMPACTORS OR SIMILAR EQUIPMENT. SPECIAL PIPE BEDDING DETAIL FOR UNSUITABLE SUBGRADE REPLACEMENT 12" DEPTH OR MORE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.A.M. Ch. P.W.S. 2009 SHEET 5 PAYLINE WIDTH "W" SEE TABLE NO. 1 / OUTSIDE OF PIPE BELL DO ` o (>0 Po 0`to D O o p 0 D ► 0 D Q O D O b D 0 Q 0 o D o \ o o V D I,\ / OUTSIDE OF PIPE BARREL CLASS "A" CONCRETE PAYLINE FOR "C" EXCAVATION PAYLINE FOR CONCRETE NOTE: p p 0 Do \p o p0 o D0 `o a"0 po �� p p °v p 0 1 p p °v p 0 p o p D o o p pD o p p A / ;/:c7:7T, A PAYLINE FOR "C" EXCAVATION NORMAL LINE OF ACTUAL EXCAVATION "MIN. EXTEND CONCRETE TO UNDISTURBED EARTH AND PLACE CONCRETE WITHOUT HORIZONTAL CONSTRUCTION JOINTS. / \6"MIN. SUPPORT PIPE TO PREVENT DISPLACEMENT DURING PLACEMENT OF CONCRETE. CONCRETE ENCASEMENT METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. W.S.H. Ch. J.C.K. 2009 SHEET 6 7ti DIA. 26 1/2" A4 42" or 48" KEYWAY C.I. FRAME & COVER 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) (,,,,,,,,,,,, 6o,a 0 D o °° P 0. o t> p D %%%%%4 p 8" INVERT ° CLASS "A" CONCRETE NOTES: 1) INSIDE OF BRICK MANHOLES TO BE PLASTERED WITH 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX TO TOP OF LARGEST PIPE. 2) MANHOLE STEPS UNIFORMLY SPACED AT MAX. 16"C —C. 3) GRANULAR BEDDING REQUIRED AROUND PIPE AT MANHOLES. o D D D 4 ° D 4 O D 4 PLAN 4) THE MINIMUM INSIDE DIAMETER FOR THE BASE AND RISER SECTIONS SHALL BE 42" FOR 8" DIAMETER SANITARY SEWERS AND ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR INSIDE DROP MANHOLES AND SANITARY SEWERS LARGER THAN 8" DIAMETER IS 48 INCHES. MORTAR BED SEE NOTE 1 D ° 5 1/2" SECTION A —A O Y Z U O E 0 m ix O O Z Z_ m V N N) I D = DIA. OF LARGEST PIPE APPROVED PATENTED WATER STOP REQUIRED FOR PLASTIC PIPE. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) PLACE STEPS ON UNOBSTRUCTED WALL. LINE MANHOLE PIPE SEWERS 8"-24" DIA. METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 7 C.I. FRAME & COVER. SURFACE ELEVATION TOP OF MASONRY. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) PLAN 5 1/2" 16" 8" 42" or 48" CLASS "A" CONCRETE 16" SEE NOTE 1 V ' o` o o V ' o` o O p , 0 t, 4 O D. D t, 4 0 —erg SECTION A —A 42" or 48" PLACE STEPS ON UNOBSTRUCTED WALL. 3/4" MORTAR 7 BED. z 0 0 E (cL z0 < H Z 0 N P7 MIN. FOR BRICK Z o. —H z z < 0 4" ROWLOCK ARCH 4" ROWLOCK ARCH NOTES: 1) INSIDE OF BRICK MANHOLES N TO BE PLASTERED WITH 1/2" + MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX TO TOP OF LARGEST PIPE. 2) MANHOLE STEPS UNIFORMLY SPACED AT MAX. 16"C —C. BOTTOM SECTION 0o D o p O v D " p D v p O D o, D o, , D o t.o o o, D 0 CLASS "A" SECTION B —B CONCRETE TYPICAL LINE MANHOLE ON PIPE SEWER 27" THRU 42" IN DIAMETER METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 8 A CLASS "A" CONCRETE NOTE: p 0 DO 0 42" or 48" ROUND o D D o 8" P 0 KEYWAY D O — _____ 8" t>0 G 0 0 P. o V or 48" 0 0 p o V 1 SQUARE a \ 1" MIN. /� o V 8" MIN -- --- p0� D • PLAN KEYWAY SECTION A —A -1 A SHAPE INVERT WITH CLASS "A" CONCRETE. THE MINIMUM INSIDE DIAMETER FOR THE RISER SECTIONS SHALL BE 42" FOR ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS IS 48 INCHES. MANHOLE ON PIPE SEWER 27" THRU 42" (ALTERNATE) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. DAB/SAM Ch. J.C.K. 2009 SHEET 9 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) 8" DOUBLE ROWLOCK L 8" MIN. 8" MIN. NOTES: H 8" 42" or 48" 8" 16" KEYWAY PLAN CLASS "A" CONCRETE SECTION A —A 1) INSIDE OF BRICK MANHOLES TO BE PLASTERED WITH 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX TO TOP OF LARGEST PIPE. 2) MANHOLE STEPS UNIFORMLY SPACED AT 16" C —C. 3) THE MINIMUM INSIDE DIAMETER FOR THE RISER SECTIONS SHALL BE 42" FOR ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS IS 48 INCHES. MANHOLE ON CONCRETE PIPE SEWERS 48" THRU 54" DIAMETER METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 10 o/a dh 0 0 N v v 4 o 1: o 0a ,•0. O1 t>,/4 0 . o D oN D o0 0a 4 /a o \ op pa Ov /0V 0 a0� 8" MIN. . ° ° D0 0 0 v D d v°��d 0 <1 v 0 d o V D o p D o o D 0 a d q00 40 <3,10„, PLAN * SAME AS LARGEST PIPE NOTE: CLASS "A" CONCRETE CLASS "A" CONCRETE #4 BENT BARS (90°-18"x 18") #4 BARS (3'-0" LONG) THE MINIMUM INSIDE DIAMETER FOR THE RISER SECTIONS SHALL BE 42" FOR ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS IS 48 INCHES. MANHOLE ON CONCRETE PIPE 48" THRU 54" (ALTERNATE) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 11 CONSTRUCT AND BOND TRANSITION AND MANHOLE BOTTOM SECTION AS MONOLITH. 12" NOTES: 42" or 48" 12" NOTE 2 FLOW 6"MIN. CRUSHED LIMESTONE 3-1/2"O x 5-0" LONG REBARS AT 2"± ABOVE CONC. PIPE. FOR D = 78" AND LARGER CRUSHED LIMESTONE 6"MIN. LOW —SLUMP CLASS "A" CONCRETE FOR LENGTH OF PIPE. 6"MIN. LOW —SLUMP CLASS "A" CONCRETE. FOR D=60"THRU 72" 1) STEPS UNIFORMLY SPACED AT 16" C —C MAX. 2) UNLESS OTHERWISE APPROVED, IT IS REQUIRED THAT THE MANHOLE BE CONSTRUCTED IN THE LIMIT OF A SINGLE 4 FOOT SECTION OF REINFORCED PIPE AS SHOWN AND WITHOUT CUTTING OF THE ADJOINING PIPE. 3) THE CUT SECTION OF CONCRETE AND REINFORCING SHALL BE COVERED WITH A SMOOTH UNIFORM DENSE PLASTER OF 1/2" MIN. 1-2 CEMENT TO SAND MORTAR MIX. 4) THE MINIMUM INSIDE DIAMETER FOR THE RISER SECTIONS SHALL BE 42" FOR ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS IS 48 INCHES. TYPICAL MANHOLE BASE REINFORCED CONCRETE PIPE SEWERS 60" AND LARGER IN DIAMETER METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 12 B SECTION C —C cf NOTES: SECTION A —A APPROVED PATENTED COMPRESSION TYPE JOINT FOR PRECAST MANHOLE AND WATER STOP FOR BRICK MANHOLE. REMOVABLE WATERTIGHT PLUG. 1.1 "FLARED —LEG BRACK—IT" (D021 OR EQUAL) ATTACHED WITH 3/8"x 3" STAINLESS STEEL BOLT WITH APPROVED ANCHOR. (NOT THRU JOINT) LINE OF ACTUAL XCAVATION (SEE NOTE 4) COMPACTED CRUSHED LIMESTONE 90° ELBOW 5% MAX SLOPE 12" MAX. 3/4" STAINLESS STEEL BAND. MIN. 3 BANDS, MAX. 3' SPACING. DETAIL "A" BAND m Po FILLET PLUG PLASTIC/ /PIPE / I I 12" MAX. /I //// SECTION B —B 1) THE MINIMUM INSIDE DIAMETER FOR THE BASE AND RISER SECTIONS SHALL BE 42" FOR 8" DIAMETER SANITARY SEWERS AND A MINIMUM INSIDE DIAMETER OF 48" FOR ALL SANITARY AND COMBINED SEWERS LARGER THAN 8" DIAMETER. 2) NEW OUTSIDE DROP ON EXISTING MANHOLE REQUIRES THAT THE FLOWLINE OF THE NEW DROP PIPE ELBOW BE CONSTRUCTED AT THE SAME ELEVATION AS THE SPRINGLINE OF THE EXISTING SEWER MAIN AT THE CENTER OF THE EXISTING MANHOLE. A CLASS "A" CONCRETE FILLET AND INVERT SHALL BE CONSTRUCTED FOR DROP PIPE. 3) DIAMETER OF DROP PIPE FOR COMBINED SEWERS AND SANITARY SEWERS IS SAME AS INCOMING 8", 10" OR 12" PIPE SEWER UNLESS OTHERWISE SHOWN ON PROJECT PLANS. FOR SEWERS 15" THROUGH 24", A DROP IS NOT TO BE USED. RATHER, CONNECT TO MANHOLE AT OR WITHIN 24" ABOVE IT'S FLOWLINE. 4) IF EXCAVATED SPACE OUTSIDE OF DROP PIPE EXCEEDS ONE (1) FOOT, PROVIDE 6" CLASS "A" CONCRETE ENCASEMENT ON INCOMING LINE FROM WALL OF MANHOLE TO A MINIMUM OF TWO (2) FEET INTO UNDISTURBED EARTH WITH A MINIMUM OF 4—#4 REBARS FOR LENGTH OF ENCASEMENT OR INSTALL ONE (1) LENGTH OF D.I.P. FROM "TEE" FITTING INTO UNDISTURBED EARTH. OUTSIDE FOULWATER DROP MANHOLE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.A.M. Ch. P.W.S. 2009 SHEET 13 PAYLINE WIDTH NOTES: 4" MINIMUM CLASS "A" CONCRETE ENCASEMENT. 4-#4 REBARS BOTTOM FACE. NOTE 2 4" NOTE 4 4" ROWLOCK ARCH NOTE 1 LONG RADIUS ELBOW. (NOTE 6) LINE OF ACTUAL EXCAVATION. NOTES 2 & 3. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. STANDARD MANHOLE CONSTRUCTION. 4" ROWLOCK ARCH 5 1/2" 42" OR 48" N INVERT SHELF STANDARD STEPS AT 16" CENTERS 1/2" MIN. 1 TO 3 SAND TO CEMENT MORTAR MIX. 4" ROWLOCK ARCH D=DIAMETER OF LARGEST PIPE. CLASS "A" CONCRETE APPROVED PATENTED WATER STOPS REQUIRED FOR PLASTIC PIPE. ELEVATION PLAN SECTION 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) PLACE STEPS ON UNOBSTRUCTED WALL. 1) IF LINE OF ACTUAL EXCAVATION EXTENDS BEYOND LINE OF DROP MASONRY, FILL EXCESS EXCAVATED SPACE WITH CONSTRUCTION MATERIAL OF DROP OR PACK WITH COMPACTED CRUSHED LIMESTONE TO BASE OF CLASS "A" CONCRETE ENCASEMENT. 2) IF EXCAVATED SPACE OUTSIDE OF DROP PIPE MASONRY EXCEEDS ONE (1) FOOT, REINFORCE SEWER PIPE ENCASEMENT WITH A MINIMUM OF 4-#4 REBARS FOR LENGTH OF ENCASEMENT. 3) MASONRY ENCASEMENT OF DROP PIPE SHALL BE BONDED AND PLACED INTEGRALLY WITH MANHOLE MASONRY. 4) DIAMETER OF DROP PIPE FOR COMBINED SEWERS AND SANITARY SEWERS IS SAME AS INCOMING 8", 10" OR 12" PIPE SEWER UNLESS OTHERWISE SHOWN ON PROJECT PLANS. FOR SEWERS 15" THROUGH 24", A DROP IS NOT TO BE USED. CONNECT TO MANHOLE AT OR WITHIN 24" ABOVE IT'S FLOWLINE. 5) NEW OUTSIDE DROP ON EXISTING MANHOLE REQUIRES #4 REBARS SPACED VERTICALLY AT 24" C -C, ONE ON EACH SIDE OF THE DROP PIPE, GROUTED INTO 2" DIA. HOLES THROUGH MANHOLE WALL. (MINIMUM LENGTH OF REBARS 18"). 6) NEW OUTSIDE DROP ON EXISTING MANHOLE REQUIRES THAT THE FLOWLINE OF THE NEW DROP PIPE ELBOW BE CONSTRUCTED AT THE SAME ELEVATION AS THE SPRINGLINE OF THE EXISTING SEWER MAIN AT THE CENTER OF THE EXISTING MANHOLE. A CLASS "A" CONCRETE FILLET AND INVERT SHALL BE CONSTRUCTED FOR DROP PIPE. OUTSIDE FOULWATER DROP MANHOLE (ALTERNATE) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 14 MANHOLE STEPS UNIFORMLY SPACED AT MAX. 16"C -C ON UNOBSTRUCTED WALL. APPROVED PATENTED WATER STOP REQUIRED FOR PLASTIC PIPE. IF EXCAVATED SPACE OUTSIDE OF MANHOLE WALL EXCEEDS ONE FOOT, ENCASE SEWER PIPE WITH CLASS "A" CONCRETE AND REINFORCE WITH 4-#4 REBARS FOR LENGTH OF ENCASEMENT. LINE OF ACTUAL EXCAVATION. COMPACTED CRUSHED LIMESTONE. INSIDE FOULWATER DROP MANHOLE (FOR FREE —FALL) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 15 NOTES: C.I. FRAME & COVER 1) INSIDE OF BRICK MANHOLE TO BE PLASTERED WITH 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX TO TOP OF HIGHEST PIPE. 2) MANHOLE STEPS UNIFORMLY SPACED AT MAX. 16" C -C. 3) INVERT CHANNEL AND INVERT SHELF ARE REQUIRED WHEN HOUSE LATERALS ARE CONNECTED TO TERMINAL MANHOLES. (3 MAX.) THE MINIMUM INSIDE DIAMETER FOR THE BASE AND RISER SECTIONS SHALL BE 42 INCHES FOR 8 INCH DIAMETER SANITARY SEWERS AND ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS LARGER THAN 8 INCH DIAMETER IS 48 INCHES. 4) A 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) CLASS "A" CONCRETE APPROVED PATENTED WATER STOP REQUIRED FOR PLASTIC PIPE. SECTION A —A 3/4" MORTAR BED TOP TRANSITION 36" MIN FOR BRICK. 24" MIN FOR CONC. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. (ALL BRICK STRUCTURES) SANITARY HOUSE LATERAL TERMINAL MANHOLE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 16 SET MANHOLE FRAME WITH TWO (2) COMPLETE ROWS OF 1 INCH THICK FLEXIBLE RUBBER MASTIC SEALANT. ADJUST TO GRADE WITH APPROVED GRADE RING. PRECAST RISER SECTION. M.S.D. STANDARD MANHOLE FRAME AND COVER. %% ROUND RUBBER GASKET JOINT OR APPROVED EQUAL. SHAFT STEPS UNIFORMLY SPACED AT 16" C —C. (* ) SHOULD NOT BE OVER TOP OF PIPES AND SHALL EXTEND 5-1/2" FROM WALL. PRECAST MANHOLE BASE. NOTES: 1) 2) 3) DIAMETER V 0 O 0 0 V 0 0 8"h — H 8„ i 18"+ AX. 0 0 31 MAX N 26-1/2" AS REQUIRED e5 0 0 0 v 0 ELEVATION CONCENTRIC PRECAST TOP TRANSITION CONE SECTION, MANHOLES 42-48 INCHES. 42" OR 48" DIA. 4" 6"MIN. 6" 1-1/2" 2-1/2"--I BASE SECTION FOR DROP PIPE, FACTORY CAST OPENING AS REQUIRED. APPROVED PATENTED COMPRESSION TYPE JOINT. PROVIDE AND ADJUST RISER SECTIONS SO THAT PIPE INLET DOES NOT EXTEND THROUGH MAN— HOLE JOINT. WATER PROOF EXTERIOR OF SANITARY MANHOLES. APPROVED PATENTED COMPRESSION TYPE JOINT. DEFLECTION ANGLE AS REQUIRED. BASE PLAN THE MINIMUM INSIDE DIAMETER FOR THE BASE AND RISER SECTIONS SHALL BE 42 INCHES FOR 8 INCH DIAMETER SANITARY SEWERS AND ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS LARGER THAN 8 INCH DIAMETER IS 48 INCHES. MANHOLE SHALL MEET ASTM C-478 REQUIREMENTS. PIPE SIZES LARGER THAN 24 INCH DIAMETER MAY REQUIRE MANHOLE DIAMETERS OF 60 INCH, 72 INCH OR 96 INCH AS DETERMINED BY OUTSIDE DIAMETERS AND ORIENTATIONS OF CONNECTING PIPES. ECCENTRIC CONES SHALL BE USED ON DIAMETERS 60 INCH AND LARGER. STEPS SHALL EXTEND DOWN VERTICAL WALL OF CONE. 4) PRIOR TO FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED TO THE DISTRICT FOR APPROVAL OF MAN— HOLES ON PIPE DIAMETERS LARGER THAN 24 INCH AND ALSO FOR THOSE STRUCTURES WITH A DROP PIPE CONNECTION. PRECAST CONCRETE MANHOLES METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 17 STEPS 16" C.C. CONC. BLOCK SUPPORTS. EXISTING PIPE SET LEVEL & PLUMB. 6" ABOVE BOTTOM OF PRECAST. If PLAN 42" OR 48" OR 60" I.D. AS REQUIRED. MANUFACTURED RADIUS TO CONFORM TO PIPE O.D. + 2". (NO FIELD CUT) C? I ISPRINGLINE o ° ' EX. PIPE i . p o / a p v o oO v. p 00 vow 9_ V p v0 o Do v0 0o v0 ot. v 0 p o c• v 8" p oo vo p. /•';'17° OP p o. D PO 0o p o. BLOCK —UP CONC. BLOCKS 3 SUPPORTS MINIMUM. ELEVATION NEW PIPE. SHAPE INVERT TO FL. OF NEW PIPE. INVERT SHAPED TO SPRINGLINE OF PIPE. BREAK OUT PIPE TO SPRINGLINE AFTER ALL SECTIONS SET. STD. PRECAST MH. RISER SECTION WITH NO BELL. NEW PIPE. CLASS "A" CONCRETE PLACED IN ONE CONTINUOUS POUR AND VIBRATED. NOTE: WATER STOP REQUIRED FOR P.V.C.. SANITARY & COMBINED SEWERS TO BE VACUUM TESTED. PRECAST MANHOLE ON EXISTING PIPE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.A.M. Ch. P.W.S. 2009 SHEET 18 M.S.D. STANDARD MANHOLE FRAME AND COVER. SURFACE ELEVATION. * 18" MAX. * ADJUST TO GRADE WITH APPROVED GRADE RING. IF THE TOTAL HEIGHT OF ADJUSTMENT IS 6 INCHES OR MORE, A MAXIMUM OF TWO (2) GRADE RINGS IS ALLOWED. METAL GRADE RINGS ARE NOT ALLOWED ON NEW CONSTRUCTION. PLAN NOTES: lay 1/4" STEEL LIFTING HOOK. 2—#3 REBAR CONT. (9 INCHES LAP AND TIED) ELEVATION EXISTING STRUCTURE IN PAVEMENT MAY BE ADJUSTED WITH ONE APPROVED METAL GRADE RING. 4" MAXIMUM. RISER SECTION "B" CLEARANCE PI 1/4" STEEL LIFTING HOOK. 26-1/2" DIA. 42-1/2" DIA. GRADE RING SECTION 1) IF BRICK IS USED DO NOT PLASTER INSIDE OF MANHOLE. 2) IF MANHOLE IS BURIED MORE THAN 18 INCHES, A RISER SECTION WILL HAVE TO BE ADDED. 3) DIMENSION "A" STOCK GRADE RING HEIGHT OPTIONS. (3 INCHES MINIMUM TO 11 INCHES MAXIMUM.) 4) DIMENSION "B" STOCK RISER SECTION HEIGHT OPTIONS. (12 INCH, 24 INCH, 36 INCH AND 48 INCH) ADJUST TO GRADE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.A.M. Ch. P.W.S. 2009 SHEET 19 RAISE TO GRADE WITH 3/4" MORTAR BED AND BRICK FOR STORM MANHOLES OR PRECAST CONCRETE UNIT. CIRCULAR REINFORCING .12 IN?/FT. CLASS "A" CONCRETE SEE ASTM C-478 FOR MINIMUM REQUIREMENTS. REINFORCED CONCRETE PIPE PER ASTM C-76. 7 6" MIN. MODIFIED CLASS "C" BEDDING FOR R.C.P. NOTES: 8. 42" OR 48" DIA. 8" WATERTIGHT JOINT COMPATIBLE TO SPIGOT END OF MH. RISER. 58" OR 64" DIA. 3" MIN. 4 PRECAST CONCRETE ADAPTER RING FOR USE ON PRECAST MANHOLE TEE PRECAST MANHOLE RISER SECTION PER ASTM C-478. 6" MAX. 42" OR 48" DIA. PLANE OF SPRINGLINE 4" MIN. PIPE 48"-54" DIA. 6" MIN. PIPE 60" DIA. AND / LARGER. / / 24" MAX. ///\ WATERTIGHT JOINT SHAFT STEPS / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / %%% A %\/ A A //////////////////////\/ PAYLINE WIDTH OF TRENCH 1) TO BE USED WHERE NO CHANGE IN LINE OR GRADE IS REQUIRED AT MANHOLE. 2) THE MINIMUM INSIDE DIAMETER FOR RISER SECTIONS SHALL BE 42 INCHES FOR ALL STORM SEWERS. THE MINIMUM INSIDE DIAMETER FOR SANITARY SEWERS IS 48 INCHES. 6" MIN. TYPICAL PRECAST MANHOLE TEE FOR REINFORCED CONCRETE PIPE SEWERS 48" AND LARGER IN DIAMETER METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 20 3/4" EXPANSION JOINT WHEN SET IN PAVED AREA. SEE DETAIL SHEET 44 FOR DOWELS. STONE SET IN 3/4" CEMENT MORTAR. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. 00 48" 54" 0 0 0 21" vV 0 0 o o 0 N CLASS "A" CONCRETE. KEYWAY DETAIL "A" FOR USE WITH VERTICAL CURBS AND CONDITIONS OF STABLE COMPACTED EARTH BENEATH PAVEMENT ADJACENT TO INLET AND GUTTER SUMP. Cr) - TRANSITION \ I / FACE OF INLET STONE & VERTICAL CURB. 3" DETAIL "A". 1-3/4" DETAIL "B". EXPANSION JOINT. 8" 38" \L1 8" EDGE OF SILL. THERE SHALL BE NO CLIPPED BRICK SURFACES AND NO PLASTER ON THE EXPOSED BRICK MASONRY OF THE INLET THROAT. EXPANSION VERTICAL CURB. PLAN JOINT. 48" 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX PLASTER. 0 P o p� 04 0, 8" 00 4 . 0b 1-1/2"°,.° D 0 ��o n 35" 51" O 0 o D FACE OF INLET STONE AND VERTICAL CURB. 3" DETAIL "A". o p o p "r1-3/4" DETAIL "B". 4 0 00 D 4 0 p\/1\A-V• 4 4 0 VERTICAL SECTION ON t DETAIL "A" AS SHOWN 6" 1-1 /4"-H 3/4" ASPH. JOINT & SEALER. 3/4" MORTAR BED. //// p 4" ROWLOCK DETAIL "B" ARCH CONCRETE ENCASEMENT REQUIRED WHERE COVER IS LESS THAN 3'-0". CLASS "A" CONCRETE. DETAIL "B" FOR USE IN NEW CONSTRUCTION WITH RECENTLY COMPACTED EARTH BENEATH PAVEMENT ADJACENT TO INLET AND GUTTER SUMP. UNTRAPPED STREET INLET BRICK CONSTRUCTION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 21 STONE SET IN 3/4" CEMENT MORTAR. \ w C-0" DEPTH I— I— ww I— I- 00 — KEYWAY ' 5-1/2 48" I- I - w w J J I- 00 ww 0_0_ 0_d In w 00 I � WATERLINE 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX PLASTER. 1-1/2" CLASS "A" CONCRETE (INLET) 35" (INLET MANHOLE) 42" 1"R FACE OF INLET STONE AND VERTICAL CURB 3" DETAIL "A". 5 \1-3/4" DETAIL "B". 2» 6" p 0 PVMT. ,0 40 0 ° 0 8-3/4" 9- 1"MIN. 1-1/4 3/4" ASPH. JOINT N. & SEALER. 3/4" MORTAR BED. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. — 4" ROWLOCK ARCH. STOPPER TOP OF MASONRY / FOR TRAP. D 0 °' O` o D O ° p o D D 0 D p 0 ° D ° ° p ° D VQ 0 0 ° V0 8" VERTICAL SECTION DETAIL "A" AS SHOWN 15" FOR 12"P. 24" FOR 18"P. 4 ° DETAIL "B" H- z 0 1"R e Q w w M °p o ,PVMT. 0po SPRINGLINE SLOPE OF TRAP MIN. = LEVEL MAX. = 5% 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. MASONRY SUPPORT FOR TRAP EXTENDS 4" ON EACH SIDE OF PIPE BELL. WIDTH OF SUPPORT 25-1/2"± FOR 12" PIPE. 29-1/2"± FOR 15" PIPE. 33-1/2"± FOR 18" PIPE. NOTES: 1) USE ONLY CLAY OR P.V.C. PIPE FOR TRAP AND OUTFALL LINE. IF P.V.C. IS USED, APPROVED WATER STOPS ARE REQUIRED BEHIND BOTH BELLS. 2) FLOWLINE OF ALL UPSTREAM PIPE TO BE AT WATERLINE OR ABOVE. DETAIL "A" FOR USE WITH VERTICAL CURBS AND CONDITIONS OF STABLE COMPACTED EARTH BENEATH PAVEMENT ADJACENT TO INLET GUTTER SUMP. DETAIL "B" FOR USE IN NEW CONSTRUCTION WITH RECENTLY COMPACTED EARTH BENEATH PAVEMENT ADJACENT TO INLET GUTTER SUMP. TRAPPED STREET INLET BRICK CONSTRUCTION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 22 0 o 0 D c_ co • D NJ O 0 CO (/) r'1 z0 aw a C D QZ N 0 --, (/ C v) (D m O AT z N co so - c7) o NOTE: TO BE USED AT LOCATIONS WHERE LARGE B FLOWS ARE TO BE INTERCEPTED BY A TERMINAL SEWER LARGER THAN 12 INCH DIAMETER AND THAT MAY BE EXTENDED 12" IN THE FUTURE OR WHERE PIPE IS ~� CONNECTED TO ADDITIONAL UNIT . g„ A PP 0 Q 0 35" N J J 5" 6" MORTAR FILLETS B 54" 54" STANDARD INLET STONES PLAN II STANDARD DEPTH 3'+PIPE DIAMETER STANDARD 6" 8" J J_ 3" 8" ava 0 eD / j o e De� 1/2" MIN. 1 TO 3 4" ROWLOCK ARCH CEMENT SAND MORTARTO MIX '/PLASTER. ` SLOPE -----N I— 1-1/2" \ / o v o v , vo . V n o 0 0� / . ___ 'vo i 0o 8" CLASS "A" -12" 8" CONCRETE 45-3/4" 45-3/4" SECTION A -A A 3/4" MORTAR JOINT 13-1/4" STEPS —WHEN TOTAL DEPTH IS 6'+ . NO STEPS ARE REQUIRED IN THIS UNIT. STANDARD DEPTH = 48" 38-1/2" 4 1/2" 00 ee D e 00n 40ee D0 5 1/4" BLOCK 2 -j TI D^ De 3/4" MORTAR JOINT — 2-1/2" \4„ CLEAR . 2— #3x3'-0" REBARS . DETAIL OF CONCRETE BLOCK 5 2" SILL 3/4" EXPANSION 48" JOINT W/1" MIN . 5 ASPHALTIC 3/4"� • 4 1/2" JOINT SEALER 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX PLASTER. 4" ROWLOCK ARCH 4" 5" 18" CONCRETE 51" SECTION B -B STANDARD 32" SILL r. n r0 i A If � <'.0 AD ■ 32" 48" PLAN STANDARD 48"x 54" STONE. 3/4" MORTAR BED. 2' MINIMUM TRANS. FROM 51" O.D. TO 48"x 54" RECTANGLE. NOTE: STANDARD DEPTH = 4.0 FEET. SECTION A —A 8"x 8"x 13-1/4"H. CLASS "A" CONCRETE COLUMNS.(4 REQUIRED) A STANDARD 38" SILL. 8"x 8"x 13-1/4" H. CLASS "A" CONCRETE COLUMNS.(4 REQUIRED) 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. AREA INLET OPEN 4 SIDES BRICK CONSTRUCTION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. J.C.K. 2009 SHEET 24 48" 3/4" MORTAR JOINT 6" MIN. 0 o p D0 Vo Dp , p Ov BRICK OR CONCRETE. o 0 \ D D D V 8" 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX PLASTER. (ALL BRICK STRUCTURES) NOTE: x N D I 0 v o D D o PRE —CAST CONCRETE UNIT 2" DIA. p D Vo 0 op Vo D 0 o A D a SHAFT STEPS X INVERT SHELF KEYWAYYWAY =D 2 D0 o v0 o Vo v0 o 0 o 4 o Do O a D O D D o N n op D Vo 0 D 0 op V 0 ADJUST TO GRADE WITH BRICK. ///////iii 0 FOR SEWERS 27 INCH THRU 42 INCH SEE DETAIL SHEET 11 FOR BOTTOM SECTION. D=DIA. OF LARGEST PIPE. AREA INLET MANHOLE (12" THRU 24") METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 25 STANDARD 38" SILL IN EACH END. APPROVED STEP REQUIRED IN EACH END. STANDARD INLET STONES AND COVERS. (2 REQUIRED) 8"x 8"x13-1/4" CLASS "A" CONCRETE COLUMNS. (4 REQUIRED) 2" 3/4" MORTAR JOINT. 1/2" 54" 3 STANDARD 38" SILLS. (2 —EACH SIDE) A 9„ H12" 92" 96" 36 1/2" 3/4'' Do 0 . off, ��v om4 D °A °I D v p 0 I> 710 0 V' o SEE DOUBLE UNTRAPPED STREET INLET FOR BOTTOM SECTION. SEE SHEET 27 NOTE: STANDARD DEPTH = 4.0 FEET. BLOCK f 13-1/ 3' 3 1/2" 2' 6" SECTION A —A 0 54" -J 2"—s- 2—#3 REBARS 3'-0" LONG. 1/2" 3/4" MORTAR JOINT. 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX PLASTER. (ALL BRICK CONSTRUCTION) DOUBLE AREA INLET OPEN 4 SIDES BRICK CONSTRUCTION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 26 43-1/4" M 1/2" MIN. 1 TO 3 CEMENT TO SAND MORTAR MIX. NOTES: 8" 27-1/4" 8" wow, AL --A SECTION A —A 3" PLAN 2"x 3"x 3/8"L STEEL. A 3/4" BITUMINOUS JOINT AND FILLER. 1) INLETS ON THIS SHEET ARE TO BE USED IN LOCATIONS WHERE STANDARD OPEN THROAT INLETS CANNOT BE USED IN PAVED TRAFFIC WAY AND IN LIMITED EASEMENTS. 2) STANDARD DEPTH = 4.0 FEET. 2 GRATE INLET BRICK CONSTRUCTION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 27 2"x 3"x 3/8"L STEEL NOTES: 1) INLETS ON THIS SHEET ARE TO BE USED IN LOCATIONS WHERE STANDARD OPEN THROAT INLETS CAN NOT BE USED IN PAVED TRAFFIC WAY AND IN LIMITED EASEMENTS. 2) STANDARD DEPTH = 4.0 FEET. 3) ADJUSTMENTS SHALL BE MADE WITH PRECAST ADJUSTMENT RINGS AND APPROVED BITUMINOUS SEALANT. 3' 3"- 10", -HE-- 1" A 3"(TYP) rn N PRECAST UNIT SHALL BE NOTCHED TO RECEIVE CAST IRON SIDE INTAKE UNIT. (NOTCH 15"L. x 2"W. x 2"D.) SEE SHEET 45 L 2" 1"(TYP) 3/8"1 NO PART OF INLET MAY EXTEND BEYOND THIS LINE. 6 3/8" 1^J 3" SECTION B —B 3" SECTION A —A UNIT SHALL BE CENTERED OVER ADAPTER RING. 8" 3/4" MORTAR BED I \ CIRCULAR REINFORCING .12 IN2/FT. CLASS "A" CONCRETE. SEE kr' ASTM C-478 FOR MINIMUM REQUIREMENTS. 42" INSIDE DIAMETER 58" OUTSIDE DIAMETER ON ALL FOUR SIDES. T 27-1/4" \ 2"-.-- 1, 5-3/8"-, N 1 2"i 21 48" PLAN 31 1/4" 5-3/8'y 5 3/8" 42" DIA. IP 58" DIA. 17-3/8" TO FACE OF CURB ADAPTER RING 3" -3" 10" 3" MIN. 1 1 7"- 9"- 11"- 13" t APPROVED SEALANT (TYP.) GRATE SEAT FOR 2 GRATE INLET WITH SIDE INTAKE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/MCK Ch. J.C.K. 2009 SHEET 28 PRECAST CONCRETE STORMWATER STRUCTUR MINIMUM DISTANCE FLOWLINE TO TOP OF STONE OR GRATE PIPE I.D. NOMINAL INCHES 12" 15" 18" 21" 24" 27" 30" 33" AREA INLET CIRCULAR BASE DIA. 42" 48" 60" 45" 48" 52" 55" 58" 78" 82" 85" (2) GRATE INLET CIRCULAR BASE DIA. SQUARE 42" 48" 60" (MAX.) 38" 31" 41" 34" 44" 37" 47" 40" 51" 44" 71" NA 74" NA 77" NA SINGLE STREET INLET CIRCULAR BASE DIA. RECTANGLE 42" 48" 60" (MAX.) 48" 41" 51" 44" 55" 48" 58" 51" 61" 54" 81" NA 85" 88" NA NA (SEE SHEET 34 FOR DETAIL) NOTES: (SEE SHEET 35 FOR DETAIL) (SEE SHEET 36 FOR DETAIL) 1) 48" DIAMETER BASE REQUIRES 7" HIGH TRANSITION SECTION TO 42" DIAMETER, SIMILAR TO "ADAPTER RING" SHEET 34. 2) 60" DIAMETER BASE REQUIRES 24" HIGH ECCENTRIC REDUCER TRANSITION TO 42" DIAMETER, SIMILAR TO "ADAPTER RING" SHEET 34. 3) STANDARD DEPTH = 3'+ PIPE DIAMETER. S PRECAST CONCRETE STORMWATER STRUCTURES METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. J.L.G. Ch. J.C.K. 2009 SHEET 29 0 CAST IRON COVER SHIPPED AS ONE UNIT 3/4" MORTAR BED JOINT OR APPROVED MASTIC 2 5/8" DIA.-1'0" PINS 54„ r ( e 48" INLET INLET STONE (SEE SHEET 44) 58" 58" PATCH HOLES 4 WAY CONCRETE UNIT (SEE SHEET 40) ADJUST TO FINAL GRADE WITH BRICK WORK (MAX. 11") 7"-9"-11"-13" APPROVED JOINT APPROVED PATENTED COMPRESSION TYPE JOINT (SEE CHART FOR MAX. PIPE O.D.) ADAPTER RING INLET BASE & INLET MANHOLE BASE II 3/4" MORTAR BED JOINT OR APPROVED MASTIC SEE CHART FOR MINIMUM DIMENSIONS. AREA INLET PRECAST CONCRETE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. JLG/SAM Ch. J.C.K. 2009 SHEET 30A 40 1/2" o> 38 1/2" i 38 1/2" 2" R=5" 2" 40 1/2" 9" AREA INLET CORBEL STONE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. K.W. 2009 SHEET 30B 49-1/4' 49-1/4" 43-1/4" (2) 30"x 15" GRATES 43-1/4" STANDARD (2) GRATE INLET SEAT ADJUST TO FINAL GRADE WITH BRICK WORK. (MAX. 11") 7"-9"-11" 13" 3/4" MORTAR BED OR APPROVED MASTIC 8" ADAPTER RING OR STANDARD 42" DIAMETER CONE SECTION (ADAPTOR RING SHOWN) APPROVED MASTIC JOINT. APPROVED PATENTED COMPRESSION TYPE JOINT. (SEE CHART FOR MAX. PIPE O.D.) APPROVED PATENTED COMPRESSION TYPE JOINT. 43-1/4" 49-1/4" 49-1/4" 43-1/4" STANDARD (2) GRATE INLET SEAT 49-1/2" 3/4" MORTAR BED OR APPROVED MASTIC 33-1/4" SQUARE 49-1/2" #4 REBARS ® 10" CENTERS E.W. IN WALLS & BASE, WITH 1 INCH COVER. VARIES SQUARE (2) GRATE INLET NOTE: INLETS ON THIS SHEET ARE TO BE USED IN LOCATIONS WHERE STANDARD OPEN THROAT INLETS CANNOT BE USED IN PAVED TRAFFIC WAY AND IN LIMITED EASEMENTS. (2) GRATE INLET SEE CHART FOR (INLET MANHOLE BASE) MINIMUM DIMENSIONS. 2 GRATE INLETS PRECAST CONCRETE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. JLG/SAM Ch. J.C.K. 2009 SHEET 31 CAST CAST SHIPPED AS ONE UNIT. 54 Y 13-1/4" 54'; SINGLE CURB INLET (SEE SHEET 39) ADJUST TO FINAL GRADE WITH BRICK WORK (MAX. 11"). IRON COVER 24-1/2" DIA. 48° INLET STONE (SEE SHEET 44) 48" ADAPTER RING APPROVED PATENTED COMPRESSION TYPE JOINT. INLET BASE & INLET MANHOLE BASE IRON COVER 0 3/4" MORTAR BED OR APPROVED MASTIC WITH 2-5/8" DIA. 1'-0" PINS. APPROVED PATENTED COMPRESSION TYPE JOINT. 3/4" MORTAR BED OR APPROVED MASTIC, TO RECEIVE 3'-2" SILL. #4 REBARS (4, 10" CENTERS E.W. IN WALLS & BASE, WITH 1 INCH COVER. SHALLOW SINGLE CURB INLET INLET SILL 6"x8" x3'-2" SEE CHART FOR MINIMUM DIMENSIONS. SINGLE STREET INLETS PRECAST CONCRETE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. JLG/SAM Ch. J.C.K. 2009 SHEET 32 PRECAST CONC. "UNIT B". 1 5" (SEE } SHEET 43) 11 ■ I I I 24"MAX RISER (IF REQUIRED) 24" — 58" BASE VARIES. 5" 6" f NOTE: AI o RAISE TO FINAL GRADE WITH COURSE OF BRICK. r a + }5" PREFORMED FLOW CHANNEL. o 0, n o D p4 4 0 p Aim= oplim5mt, Taw 12" 16"(1TYP) 1 24' MAX D ° � _ D D 0 Q I #5 L —BARS © 12" O.C. PLAN #4 © 10" O.C. /E. W. 3"x 12" W.W.F. (W. 2.9 x W. 1.4) (TYP.) SECTION A —A 3" x 12" W.W.F. (1.2 IN.2/V.F.) A f 6"MIN. 2"MIN. FLAT SURFACE IF NO RISER REQUIRED. STANDARD DEPTH = 3'+ PIPE DIAMETER APPROVED PATENTED COMPRESSION TYPE JOINT REQUIRES A MIN. OF 12" BETWEEN OPENINGS. 33 INCH R.C.P. MAXIMUM PIPES FRONT & BACK WALLS AND 24 INCH R.C.P. MAXIMUM PIPE FOR ENDS WITH A MINIMUM OF 12 INCHES BETWEEN PIPES. DOUBLE UNTRAPPED STREET INLET PRECAST CONCRETE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. JLG/SAM Ch. J.C.K. 2009 SHEET 33 PLAN 4 1/4" 4-1/4" 0 0 D�o a p Da 50" SEAL WITH NON —SHRINK GROUT AROUND 2"x 20" O.D. CONCRETE PLUG. 3"x 12" W.W.F. (W. 2.9 x W. 1.4) (TYP.) #5 L —BARS © 12" O.C. PLANT INSTALLED INVERT 2'' f 21 3/4" 0 —D .• 1:, 4 o b. b 0 a D00v 0 o 0 0 7 17.70 0 40 7 O o v OD o 0 v o OO v o o v 20" 1-1/2" #4 © 8" O.C./E.W. SECTION A —A V A. O o Iry 6" o 3" I 12"-15" PIPE KOR—N—SEAL OR APPROVED EQUAL 6" MIN FLEXIBLE PIPE CONNECTOR. 18" 45° NOTES: 1) THIS TRAP INLET CAN BE USED WITH 42 INCH I.D. RISER SECTION OR PRECAST CONCRETE ADAPTOR RING. 2) STANDARD DEPTH = 6.0 FEET. 3) 5000 P.S.I. CONCRETE REQUIRED. TRAPPED STREET INLET BASE PRECAST CONCRETE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 34 r► A 4-#3 3/4" DIA. HOLE 3-1/2"I 3-1/2" NOTES: PLAN 3/4" DIA. HOLE / II II ELEVATION 6" 4-1/2" 3-#3 36" 3/4" DIA. HOLE 48" 49" f NOTE 1 NOTE 2 SECTION A —A 1) SET STANDARD INLET STONE IN 3/4" MORTAR BED OR APPROVED MASTIC AND DOWEL WITH 5/8" DIA. 1'-0" LONG PINS AND GROUT. 2) RAISE TO FINAL GRADE WITH COURSES OF BRICK AND SET THE UNIT TO BASE WITH 3/4" MORTAR BED. 3) THIS UNIT IS TO BE USED WITH 42 INCH I.D. POURED -IN -PLACE CONCRETE OR BRICK BASE. 4) 5000 P.S.I. CONCRETE IS REQUIRED. PRECAST CONCRETE UNIT FOR SINGLE STREET INLET METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 35 3/4" DIA. HOLE PLAN 58" 48" PI 3/4" DIA. HOLE 8" 3 1/4" NOTE 1 II 5-1/4" • 4—#3 REBARS i0^D� 1:>_62� _.0 .°o 8" NOTES: SECTION A —A 8" 5" — 10-1/4" NOTE 2 1) SET STANDARD INLET STONE IN 3/4" MORTAR BED OR APPROVED MASTIC AND DOWEL WITH 5/8" 1'-0" LONG PINS AND GROUT. 2) RAISE TO FINAL GRADE WITH COURSES OF BRICK AND SET THE UNIT TO BASE WITH 3/4" MORTAR BED. 3) THIS UNIT TO BE USED WITH 42 INCH I.D. BASE. 4) 5000 P.S.I. CONCRETE IS REQUIRED. PRECAST CONCRETE UNIT FOR 4 WAY AREA INLET METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. DAB/SAM Ch. J.C.K. 2009 SHEET 36 A 54" 54" ti 1 3/4" MORTAR BED. —� 1_3/4" MORTAR BED. pR APPROVED MASTIC 50" 12"± 0 p o v 0 • Q 0 D p 0 18"x 18" p o OPENING 4 o 4 AT FLOWLINE. v OD a °vD O o O v 0 t o v0 0 D o 0 D op t> D 0 c> o D 0 b7 0> v0 D V070 3/4" BIT. JOINT & SEAL. i\/ 48" SECTION A —A SECTION B —B 14" l NOTES: 1) STANDARD DEPTH 3'+ PIPE DIAMETER. 2) RAISE TO FINAL GRADE WITH COURSES OF BRICK AND 3/4" MORTAR BED. PRECAST UNIT A. A PRECAST UNIT "A". (SHEET 42) CONCRETE DOUBLE STREET INLET WITH PRECAST CONCRETE UNIT "A" METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 37 4-#3 REBARS -#3 REBARS 3/4" DIA. HOLE 3/4" DIA. HOLE 3-1/2' NOTES: PLAN F- 3 1/2" 5-1 /2" 8" f► 46" 15't -#3 REBARS 46" 5-1/2" 1 II H 4-#3 REBARS 9' 0" ELEVATION 48" - 4 1/2" 6" 8" f► 36" PI SECTION A —A 1" 5-1/4" 8" 13-1 /4" - NOTE 1 - NOTE 2 1) SET TWO (2) STANDARD INLET STONES IN 3/4" MORTAR BED OR APPROVED MASTIC AND DOWEL WITH 5/8" DIA. 1'-0" LONG PINS AND GROUT. 2) RAISE TO FINAL GRADE WITH COURSES OF BRICK AND SET THE UNIT TO BASE WITH 3/4" MORTAR BED. 3) THIS UNIT IS TO BE USED WITH POURED -IN -PLACE CONCRETE BASE. 4) 5000 P.S.I. CONCRETE REQUIRED. 5) 1 INCH CLEARANCE, ALL REINFORCEMENT. PRECAST CONCRETE UNIT "A" FOR STREET DOUBLE INLET METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 38 3-1/2" 3/4" DIA. HOLE 3-1/2" NOTES: 3 1/2" PLAN 5-1/2" 46" 3 1/2" 3/4" DIA. HOLES —#3 REBARS 46" 5-1/2" 1 II 1 IY YI ill II II I u n II I u 8" f► 9' 0" ELEVATION 48" — 4 1/2" 4—#3 REBARS 3—#3 REBARS 6" 36" PI SECTION A —A 8" f► 1" 5-1/4" 8" •••.- 13-1/4" —#3 REBARS 3/4" DIA. HOLE - NOTE 1 - NOTE 2 1) SET TWO (2) STANDARD INLET STONES IN 3/4" MORTAR BED OR APPROVED MASTIC AND DOWEL WITH 5/8" DIA. 1'-0" LONG PINS AND GROUT. 2) SET THE UNIT TO BASE WITH 3/4" MORTAR BED. 3) THIS UNIT TO BE USED WITH PRECAST BASE OR BRICK BASE HAVING 8 INCH THICK WALLS AND INSIDE DIMENSIONS CONFORMING TO THE INSIDE DIMENSIONS OF THE UNIT AS INDICATED. 4) 5000 P.S.I. CONCRETE REQUIRED. 5) 1 INCH CLEARANCE, ALL REINFORCEMENT. PRECAST CONCRETE UNIT "B" FOR STREET DOUBLE INLET METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 39 0 cn D 0 CD N m rn a-0 oa O Z o� O (I) c cb � N CD m O A z co (� • N z — PLAN — 2 H SEE DETAIL 5" 8,y_ 1'-10" -1. 7" 1-3-1/2" PLAN SEE GRID DETAIL 10" 6- " 7H G L. 6" O ' 71 -I I-2„ tJ k.12-1 /4" 412-1 /4 r3/4" 1 1"R. 1---11'=----10" 1014-1' 4'x-1 1"COVER FOR LONG BARS 3-1/2" NOTES: 1) THE DOWELED INLET STONE SHALL BE USED AT ALL LOCATIONS. 2) 5000 P.S.I . CONCRETE REQUIRED. N 2-#5 BAR J SEE GRID ITL DETAIL 1---9'-9''+--9"x-1 F-2-1/2" PLAN 2' 8„ LiEE DETAIL J 1"R . 5„ ° p 1J 7 1 "COVER FOR LONG BARS. — SECTION H —H — — SECTION G —G — REINFORCED CONCRETE STONE REINFORCED CONCRETE STONE STANDARD STREET INLET AND FOR ADDITIONAL UNITS MAIN UNIT OF MULTIPLE UNIT INLET OF MULTIPLE UNIT INLET FILL SOLIDLY WITH CEMENT MORTAR OUTER WALL OF INLET BARREL = FACE OF CLASS "A" CONCRETE L 4" 4" CLASS "A" CONCRETE — SECTION L —L — 8" 0 x 1'-0" DOWEL STANDARD INLET STONE DOWEL OMIT BRICK MASONRY AS SHOWN L AT TIME OF SETTING INLET STONE. FILL SPACE SOLIDLY WITH CLASS } 4" "A" CONC., SET STONE, INSERT DOWEL IN SOFT CONC., FILL DOWEL T HOLE SOLIDLY WITH MORTAR. 1 K K 1"1 I1 DIA. TOP OF STONE 3/4"DIA . 1-5/8" COVER — DETAIL J — GRID DETAIL 1"R . — #5 BAR J AT HOLE FOR DOWEL BAR ANCHOR 8 4„ �1-1/2 „ 4[ij }„+ 2'--I 6" F 45 . A-2-#5 BARS 1'HH 4'-6" 3' 2" 2'-8" 8" REINFORCED CONCRETE SILL FOR STANDARD STREET INLET Sc MULTIPLE INLET J CLASS "A" CONCRETE f 9� 1/24.-1 10'-4-1/2„ — PLAN — — SECTION K —K — — SIDE ELEVATION FRONT ELEVATION — MULTIPLE INLET STONE DOWEL CONCRETE BLOCK MULTIPLE INLET 3" A 2 i2" N f 15-1/4" SEE TABLE oo 15-1/4" FOR (2)GRATE A— 15" FOR (3)GRATE 1 2"_.1--t 15" FOR (3)GRATE (4)GRATE USE 2"x 3"x 3 L STEEL. (4)GRATE _ _IL_ _I __IL GRATE INLET FRAME 1-1/2" 8" NOTE B1 0000000 1-1/2" _00000 + NOTE B2 1-1/2" IFT41-1/2- PLAN ;1: TIVI7% 2-1/2" F3/4' iii 15" SECTION F -F 30" 2-1/2" NOTE: 3/8" DIA. CONTINUOUS ANCHOR IS IN THIS POSITION ONLY FOR CENTER SUPPORT OF DOUBLE 3 GRATE & 2 GRATE INLET WITH SIDE INTAKE UNIT. SECTION A -A 8" 7" 1" MINIMUM LENGTH WELD ON EACH SIDE. SECTION N -N DETAIL OF CONTINUOUS ANCHOR FOR ANGLE SEAT 6'-0" FOR 8 GRATE (138 LBS.) 4'-8" FOR 6 GRATE (107 LBS.) S 8 x 23 STEEL BEAM FOR CENTER SUPPORT OF 6 OR 8 GRATE INLET TABLE FOR SIZES OF FRAMES 2 GRATE = 30-1/2" x 30-1/2" 3 GRATE = 30-1/2" x 45-1/2" 4 GRATE = 30-1/2" x 60-1/2" CAST IRON GRATE and DUCTILE IRON GRATE NOTE B: PROVIDE 1/8" RAISED LETTERING APPROX. 3/4" TO 1" HIGH. B1: METRO ST. LOUIS. B2: SEWER DIST. SEWERS. MATERIAL: CAST GRAY IRON ASTM. A48. DUCTILE IRON ASTM. A536. CAPACITY - H-20 LOADING. DETAILS OF INLET FRAME AND GRATES METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction DR. RGW/SAM Ch. J.C.K. 2009 SHEET 41 30" 3/16" MIN. A 15" 11 u u 11 11 11 11 11 11 11 11 11 11 11 D 11 11 11 11 11 11 11 11 11 11 u 11 H 11 11 11 11 0 11 11 11 11 ➢ 11 11 11 11 11 11 11 11 u 11 11 11 11 D 11 11 11 11 0 u 11 11 u 11 11 11 11 11 0 11 0 II u 0 11 11 11 11 11 11 11 u 11 11 11 [3 3/8" x 2" FILLER. PLAN D H D H H D I A 1-3/16" MAX TYPICAL SECTION A —A 3/16" DIA. MIN. L. 4" I TYP. I 12-1/2" 3" U 'J lln U U U U -3/16" MIN. x 2". ELEVATION FINISH - HOT DIP GALVANIZED-(ASTM A123/A123M-97). MATERIAL - MILD CARBON STEEL - ASTM A569. CAPACITY - H-20 LOADING. WEIGHT - 65 LB. MINIMUM. TOLERANCES - ALL DIMENSIONS 1/8"±. IDENTIFICATION - THE MANUFACTURER MUST PLACE HIS NAME OR MARK ON EACH UNIT FOR THE PURPOSE OF IDENTIFICATION. DETAILS OF STEEL GRATE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 42 29 3/16" X 1 1/4" X 41 1/8" CRIMP BARS 14 13/16" (15" OVER RIVETS) A� 3/16 ()(') c LENGT1H" RIVET /2" (r B ) 28 3/4" ) c 3 2L 1" 1 1/8" LENGTH RIVET B 30" A TYP> PLAN �2 9/16" 2 2 1/2" SECTION B -B ALL BARS BEARING BARS 1/4" X 2 1/2" FLAT BAR 3/8"0 RIVETS @ 5" ON CENTER 2 1/2"—.-1 I�— (NOTCH) SECTION A -A CUT END RETICULINE BAR, WELD EACH PIECE TO END BEARING BAR RETICULINE GRATE - STEEL 30" X 14 13/16" X 2 1/2" SCALE: 1 1/2"=V-0" NOTES: 1.) MATERIAL: STA36, HOT DIP GALVANIZED AFTER FABRICATION 2.) LOADING: H-20 WHEEL LOADS 3.) APPROXIMATE GRATE WEIGHT: 70 lbs RETICULINE GRATE — STEEL METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.E.G. Ch. A.M. MAY 2021 SHEET 43 B A-1 3/4" FLAT FACE GOTHIC O' kISD , , B , , MSD MADE IN USA , Amt3/8" FLAT FACE GOTHIC 1 1/2" 0 r) 5193M3.; ASTM A536 DI; 00519335.; MO/DY/YR X; DO NOT SCRAP; PROPERTY OF MSD 1 t1 1/2" SECTION A —A 15" M. 1" 3 5/16" VI LI LI 0 1 Is esev Mev 9115519 BOTTOM VIEW 00519255 110/DY/YI1 X 2 1/2" SECTION B —B i 5193M3 GRATE — STEEL METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. K.D.W. MAY 2022 SHEET 44 #4 • CALL USE a STRAIGHT BARS G-1 2, 3, OR 4 GRATE 0 3'-4" G-2 6 8c 8 GRATE 5'-10" H-2 2 GRATE 3'-6" H-3 3 8c 6 GRATE 4'-9" H-4 4 & 8 GRATE 6'—O" TOP & BOTTOM 2-#4 H. PLAN 3',- 1 5" FOR 2,3 & 4 GRATE. 8" FOR 6 & 8 GRATE. 2"x 3"x 3/8" L STEEL. (SHEET 48 OF DETAILS) CLASS "A" CONCRETE 8" SECTION A —A TOP & BOTTOM 2-#4-G. 8-1/2" FOR 2,3 OR 4 GRATE. 13" FOR 6 & 8 GRATE. STEEL REQUIREMENTS FOR GRATE INLET SEAT METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 45 LLB n> 0 O Z 0-z Q D 0 2-1/2" 1-1/2" R. 1/2" R. (TYP.) 3/4" LETTERS 7/8 7/8" 7/8" 7/8" 213AR1 01 SNIV21U 3156'M ON drina 3/4"(TYP) �-- A 27-1/2" 3/8"] 2-1/2" 29" 17" 1/2" R. RAISED 1/8" INSERT AREA RECESSED 1/8" 2-1/2" 12" PLAN 1/2" R. 7/8" 1 3/4" 9-1/4" _ I _ 1/2" R. ' 1 /2" R. 1/2" R. 9" 3/4" 1/2" R.J 7/8" 9-1/4" 2-1/2" 1/2" R. 1/2" R. 2-1/2" 3/4" 19" 9- /4" 6" 6" 3/4" 3" 9" 10" END VIEW ELEVATION } NOTE: ALL RADII NOT INDICATED SHALL HAVE A PERMISSIBLE ROUNDING OF 1/8" R. OR LESS. 1/4" R. 2-1/4" �if��tll#A _F3/4- 1/2" R. SECTION A —A CAST IRON SIDE INTAKE UNIT FOR GRATED INLETS 249 LBS. METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 46 PLAN 25-1/2" 1/8" 5/8" 21-3/8" CLEAR. ELEVATION 13/16" 6" (3) 1" DIA HOLES. SECTION A —A (230 lbs.) (3) 1" DIA. HOLES. (TO ALLOW APPROVED ANCHOR WHEN SPECIFIED) MACHINED SURFACE. GROOVE 3/16" R-3/16" DEEP. (OPTIONAL) 6" 1/4" CO CAST IRON MANHOLE FRAME METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. DAB/SAM Ch. J.C.K. 2009 SHEET 47 85 LBS. 11 24" 3/32" 1 h 1 MAX - 3/4" SECTION A -A STANDARD CAST IRON INLET COVER 3/4" B L NOTE "B1" 1 /8" 4 F MAX.T i 3/16" II 7 2 1/4" ] /4N NOTE "B2" Co 20" in r0 N TYPE "A" 120+ LBS. f / 23-5/8" MACHINE 21-1/4" \ f 3/16" -- MACHINE CONTACTING SURFACES FOR SEAT OF STANDARD MANHOLE FRAME AND BEARING SURFACE COVERS. NOTES PROVIDE 1/8" RAISED LETTERING APPROXIMATELY 3/4" TO 1" HIGH. Al: NO DUMPING A2: DRAINS TO STREAM Bl: METRO ST. LOUIS B2: SEWER DIST. SEWERS I\ v 11 23-5/8" v TYPE "B" 152 LBS. 7-1/16"1 7-1/8" 17-1/16" 21-1/4" 1 1 1-1/4" i i 2 1/2" MACHINE } -..- SECTION B -B SECTION C -C CLOSED —TYPE COVER SLOTTED —TYPE COVER STANDARD CAST IRON MANHOLE COVERS CAST IRON COVERS FOR MANHOLES AND INLETS METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 48 GRAY IRON CASTING A.S.T.M. A-48 CLASS 30B. 2-5/ I \--ll-- 3/32" 4 7/8" - - 3/16" 3/8" j 3/8' 3/16" 3/8' 3/16" 3/8" 3/8" PLAN 8" 7/8"-9 x 3-1/2" U.N.C.-2A 18-8 HEX HEAD STAINLESS STEEL BOLT. 7/8" STAINLESS STEEL FLAT WASHER. 1 3/8„ 2 1/8" 2" STAINLESS STEEL COTTER PIN. 1/4, } 3/16" DIA. COUNTERSUNK. DETAIL 11,'16" 7/8" i LOCKING DEVICE FOR TYPE "T" LOCK TYPE MANHOLE COVER METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 49 1-1/2" 10° 1 1 I 7/8" /'/' 1 1 i LOCK LUG 1/2" LOCK LUG 3-3/4" 1" DIA./ 9/64" DIA. HOLE 1-1/2" 0.D. MAXIMUM STAINLESS STEEL WASHER. /2" 7/8"-9 x 3-1/2" N.C. 18-8 HEX HEAD STAINLESS STEEL BOLT AND WASHER, N43500 - THREADED TO 1/2" OF THE HEAD. 2-1/2" DIA. MIN. DRILL & TAP 7/8"-9 N.C. HOLE. 1-1/2" O.D. MAXIMUM STAINLESS STEEL WASHER. DRILL FOR STAINLESS STEEL HAIR PINS FOR 7/8" DIA. SHAFT. LOCKING DEVICE FOR TYPE "N" LOCK TYPE MANHOLE COVER METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. JLG/SAM Ch. J.C.K. 2009 SHEET 50 INTO JOINT 00 ° u DO o >0 10" 10 1/2" 12" V 5 1/2" II -II -11 -11 -11 -II -II -111 �— u_u_n_u_n_u_u_n■ 3/4" 1/2" DIA. GRADE 60 STEEL REINFORCEMENT. H 3/4" 7-3/8" 1 1/4" SECTION A —A COPOLYMER POLYPROPYLENE PLASTIC FOR BRICK STRUCTURES PS1—B MANHOLE STEP FOR BRICK STRUCTURES METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. W.S.H. Ch. J.C.K. 2009 SHEET 51 0 0o � o< 0 1 1/8" 0 o� 0 0 Jo 10-3/4" 12" V / o D/0 o o p 4 0 p > o D o 04 \ O a D 0 D op D o o p 2 o o D / 5 3/4" V 1/2" DIA. GRADE 60 STEEL REINFORCEMENT. 1 1/4" SECTION A —A COPOLYMER POLYPROPYLENE PLASTIC MANHOLE STEP FOR PRECAST & CAST —IN —PLACE MANHOLE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. D.A.B. Ch. J.C.K. 2009 SHEET 52 P1 70 C7 70 ✓ CO NJ CO O rn z0 a C D rn Z oN O r o cn c N (D m 0 co c C) N INLET STONE . '—TOP OF CURB. ►-3/4" EXPANSION JOINT . TOP OF INLET SILL IS '-D p p PARALLEL WITH WATERLINE . SECTION B1 -B2 GUTTER SUMP FOR SINGLE UNIT INLET fB3 B2 8" BETWEEN THESE LIMITS THE 11 B1 L__H SUMP IS FLUSH WITH THE SILLHi —FACE OF CURB —DIRECTION OF FLOW f 12" 12" 12 " 12 " 6" $ 6"1 f 12 " h 12 " i 112 " 1 12 " Z_ O w M P N O a CD W 0 W ADJUST TOP OF ADJACENT CURB TO MEET TOP OF INLET CURB . 1 1" ASPHALTIC JOINT SEALER. PLAN INLET . OUTER EDGE OF SUMP FOR B1 —B3 ONLY. LC) N) rINLET STONE. 54" 5" OUTER EDGE OF SUMP. 54" MORTAR JOINT 1" DEPTH OF WATERLINE. NORMAL SURFACE OF PAVEMENT. SURFACE OF GUTTER SUMP . SILL. a IEPTH OF ° °GUTTER SUMP, LIMIT OF GUTTER SUMP 3/4 " EXPANSION JOINT. RECENTLY COMPACTED EARTH FILL. SECTION D -D FOR LIP CURB THE GUTTER SUMP OF AN INLET LOCATED AT THE LOW POINT IN GRADE AND RECEIVING FLO W FROM EACH DIRECTION SHALL BE CONSTRUCTED SYMMETRICALLY ABOUT THE CENTERLINE OF THE INLET AS SHOWN IN PLAN FOR SECTION B1 —B3 FOR A SINGLE INLET AND IN PLAN FOR SECTION Cl—C3 FOR A MULTIPLE UNIT INLET. 54" "—TOP OF CURB. 3/4 " EXPANSION JOINT. WATERLINE —' 1" c v 0 ► p 04 v ° ° 0 0 0 0 D • 0 D o D 4 PAVEMENT ° 0 Q o a —o—o� pc�o-0��p po Is o1 ,114 °p o ° v D oo �° v o0 0v. D v v D �v v D° v P v� v� o v o v D � v° v y TOP OF INLET SILL IS PARALLEL WITH WATERLINE . USECTION Ci -C2 SHOWN FOR VERTICAL CURB. GUTTER SUMP FOR MULTIPLE UNIT INLETSHOWN FOR 2 —UNIT INLET. NOTE: ALL INLETS OR INLET MANHOLES CONSTRUCTED WITHIN OR ABUTTING PAVED AREA SHALL HAVE GUTTER SUMPS. THE PAYLINE FOR THE SUMP SHALL BE CONSIDERED 2' WIDE BY THE ACTUAL LENGTH. C3 BETWEEN THESE LIMITS THE SUMP IS FLUSH WITH THE SILL . OUTER EDGE OF SUMP FOR INTERMEDIATE UNITS AND FOR 01—C3 ONLY. C4 —FACE OF CURB . 12" 12" £ 12" O r. 12" £ 6" N) 6" 1 J112" 0 w 0 w 0 w IF INLET HAS MORE THAN TWO UNITS, LENGTHEN THE SUMP AT 3. 00 FOOT WIDTH BY THE LENGTH OF THE INTERMEDIATE UNITS. C1 DIRECTION OF FLOW . 12 " PLAN OUTER EDGE OF SUMP . CD rM AI n N C C Z7 M 0013 NJ 0 O CO z0 a C D rn Z D N O r �o (n C rb rb N (D m O A z c ci ci N o BACK OF CURB. TOP OF r CURB.-/ WATERLINE IN GUTTER. SHAPE SURFACE FROM LIP CURB TO VERTICAL CORNER OF INLET. 3" TAX. SHAPE SURFACE FROM LIP CURB TO VERTICAL CORNER OF INLET. 1" ASPHALTIC SEALER. 3/4" EXP. JT. SECTION B -B 3/4" EXP. JT . FACE OF STONE. CA ' 54" B 1" 0 T1 C 3/4" EXP. JT . EDGE OF SILL 0 1' OUTER EDGE OF SUMP DOWNSTREAM HALF OF SUMP. B ' NOTES: 1) ALL INLETS OR INLET MANHOLES CONSTRUCTED WITHIN OR ABUTTING A PAVED AREA SHALL HAVE GUTTER SUMPS. 2) THE PAYLINE FOR THE SUMP SHALL BE CONSIDERED 2' WIDE BY THE ACTUAL LENGTH . LINE OF GUTTER SUMP . UPSTREAM HALF OF SUMP . PLAN OF GUTTER SUMP \TOP OF INLET. TOP OF SILL. SUMP FLUSH W ITH TOP OF SILL AT SILL. FRONT VIEW OF GUTTER SUMP MORTAR JOINT. MORTAR JOINT. 4'-6" 3" MAX . WATERLINE IN SUMP. WATERLINE IN GUTTER . WATERLINE IN GUTTER. TOP OF NORMAL CURB. LIMIT OF GUTTER SUMP. 2'-O' D WATERLINE WARP AND SHAPE SURFACE FROM CURB TO VERTICAL CORNER OF INLET THROAT. BACK OF LIP CURB . TOP OF CURB DIRECTION OF FLOW . FOR INLET AT LOW POINT IN GRADE, SUMP IS SYMMETRICAL ABOUT CENTERLINE OF SUMP AS SHOWN FOR UPSTREAM . BACK LIP CURB r FACE OF / INLET STONE. 3/4" EXP. JT. & 1" ASPH . JT . SEALER . SECTION A -A MORTAR JOINT . CLASS "A" CONCRETE. 8" MIN. ROCK BLANKET 12" MIN. DEPTH. FORMED HEADWALL REQUIRED IF ROCK BLANKET NOT GROUTED. L- FILTER FABRIC. (TYPE 1) NOT LESS THAN THE BOTTOM WIDTH OF CHANNEL. PLAN VIEW TOP OF BANK. CLASS "A" CONCRETE SECTION A —A CONCRETE HEADWALL FILTER FABRIC. NOTES: 1) TO BE USED AT INTAKE AND DISCHARGE END OF PIPE. GRADE OF ROCK BLANKET TO BE ADJUSTED ACCORDINGLY. 2) GROUTED ROCK BLANKET OR CONC. HEADWALL REQUIRED. 3) IF A PIPE MATERIAL OTHER THAN RCP WILL BE USED, CONTRACTOR TO PROVIDE SHOP DRAWINGS DETAILING CONNECTION BETWEEN PIPE AND R.C. FLARED END SECTION. FLARED END SECTION METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 55 EXISTING \\ GRADE CONCRETE COLLAR OR APPROVED COUPLING (SEE NOTE 4) STANDARD INLET, INLET MANHOLE OR MANHOLE TOP OF BANK (SEE NOTE 2) TRIM PIPE TO MATCH SLOPE BASEFLOW CHANNEL ELEVATION PIPE /�'//.�//.N . /A' APPROVED POLYPROPYLENE (PP) PIPE //� APPROPRIATELY SIZED AND GRADED CRUSHED LIMESTONE OR OTHER BANK PROTECTION WITH FILTER FABRIC (TYPE 1) OR BEDDING AS DETERMINED IN PROJECT PLANS AND SPECIFICATIONS (SEE NOTE 3) TYPICAL SECTION VIEW OF SEWER LINE DISCHARGING INTO CHANNEL (N.T.s.) 12" 12" MIN. MIN.1 p A p o p p pd PO pop ° p ° 0 n D0 MIN. STANDARD INLET, INLET MANHOLE OR MANHOLE /////////////////).` EXISTING PIPE APPROVED POLYPROPYLENE (PP) PIPE ////////////// ///� v 0 ° p 0. 0 0, p° 0 ° 6" MIN. ale p° op p p STORM SEWER b U- 0 �Z om CONCRETE COLLAR OR APPROVED COUPLING (SEE NOTE 4) EXISTING PIPE APPROVED POLYPROPYLENE (PP) PIPE potAm (SEE NOTE 5) 0 H U w 1 �w OO W J �(f) H DETAIL OF TYPICAL PLAN VIEW OF SEWER LINE CONCRETE COLLAR DISCHARGING INTO CHANNEL (N.T.S.) (N.T.S.) NOTES: 1.) MECHANICALLY COMPACT BACKFILL IN TRENCHES OR ENCLOSURES OF ABANDONED CHANNELS TO A MODIFIED PROCTOR DENSITY OF 90%. PROTECT WITH BIOSTABILIZATION, APPROPRIATELY SIZED AND GRADED CRUSHED LIMESTONE OR OTHER BANK PROTECTION AS DETERMINED IN DESIGN. 2.) ELEVATION OF BANK PROTECTION TO BE DETERMINED IN PROJECT PLANS AND SPECIFICATIONS. 3.) CHANNEL AND/OR BANK PROTECTION OR BOTH MAY BE REQUIRED TO PREVENT EROSION AT CURVES IN ALIGNMENT OR AT LOCATIONS OF POSSIBLE EROSION DUE TO THE DISCHARGE. MINIMIZING DISCHARGE VELOCITIES MAY REDUCE THE NEED OR EXTENTS OF PROTECTIVE MEASURES. 4.) IF POLYPROPLYENE (PP) IS USED FROM THE INLET, INLET MANHOLE OR MANHOLE TO THE CHANNEL, CONCRETE COLLAR OR APPROVED COUPLING IS NOT REQUIRED. 5.) MATCH EXISTING ALIGNMENT. 90° TO CHANNEL PREFERRED. REPAIR OF STORMWATER OUTFALLS METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.E.G. Ch. S.M.M. 2009 SHEET 56 HOUSE CONNECTION (EXISTING) 6" TEE OR WYE WITH COMPRESSION JOINT MATERIAL. NOTES: 1) IF 4" HOUSE CONNECTION IS APPROVED, A 4" TO 6" INCREASER IS REQUIRED. 2) 6" P.V.C. REQUIRES A FERNCO ADAPTOR. 3) A CLEAN, DRY BEDDING MATERIAL IS REQUIRED AROUND THE COMPLETED CONNECTION BEFORE BACKFILLING. THE BEDDING MATERIAL SHALL BE ONE OF THE FOLLOWING: A. M.S.D. NO. 1 BEDDING. B. 1 TO 3 SAND TO CEMENT MORTAR MIX. C. "PRE -MIX" CONCRETE. HOUSE CONNECTION TO EXISTING TEE OR WYE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. DAB/SAM Ch. J.C.K. 2009 SHEET 57 NOTES: 1) ALUMINUM SADDLE. FERNCO DONUT NO. 614. 6" P.V.C. HOUSE LATERAL LINE W/ PLAIN SPIGOT END. 6" P.V.C. HOUSE CONNECTION INTO PUBLIC V.C.P. OR PUBLIC P.V.C. MAIN 8" TO 24" DIAMETER AND NO WYE OR TEE AVAILABLE, A MACHINE TAP IS REQUIRED. 2) PROVIDE AND EPDXY THE SADDLE TO THE MAIN. ALL OTHER MATERIAL AND LABOR ARE THE RESPONSIBILITY OF THE CONTRACTOR. 3) A CLEAN DRY BEDDING MATERIAL IS REQUIRED AROUND THE CONNECTION BEFORE BACKFILLING. THE BEDDING MATERIAL SHALL BE ONE OF THE FOLLOWING: A) M.S.D. NO. 1 BEDDING. B) 1 TO 3 SAND TO CEMENT MORTAR MIX. C) "PRE -MIX" CONCRETE. 4) IF 4" HOUSE CONNECTION IS APPROVED, A 4" TO 6" INCREASER IS REQUIRED AT MACHINE TAP. 5) ALL EXCAVATION MUST BE ADEQUATELY BRACED BEFORE DISTRICT WILL MAKE AN INSPECTION. MACHINE TAP METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 58 NOTES: 1) THE OPENING SHALL BE CUT BY THE CONTRACTOR TO A SUFFICIENT SIZE TO PERMIT INSERTING A TEE SADDLE OR SHORT LENGTH OF PIPE AT THE REQUIRED ELEVATION AND ANGLE TO ALLOW AT LEAST A TWO INCH SPACE AROUND THE OUTSIDE OF THE PIPE. THIS SPACE WILL BE SOLIDLY FILLED WITH 1 TO 3 CEMENT TO SAND MORTAR MIX AND THE NEW PIPE NEATLY TRIMMED AND POINTED UP FLUSH WITH THE INSIDE OF THE MAIN SEWER. 2) IF THERE ARE REINFORCING BARS IN THE SEWER WALL, ONLY THOSE PREVENTING INSERTION OF THE PIPE MAY BE CUT. ALL OTHERS SHALL BE BENT INTO A CLASS "A" CONCRETE COLLAR AT THE JUNCTION OF THE CONNECTION PIPE AND THE MAIN SEWER. HOUSE CONNECTIONS ALLOWED BY TEE SADDLE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. DAB/SAM Ch. J.C.K. 2009 SHEET 59 CLASS "A" CONCRETE ENCASEMENT 0 4 0 0 4 4 0 D a 6— D 0 6" MIN. I\ I I \J [ 6" MIN. II BLS 0v 4 0 a '6 0 a 0 4 40 d 0 T 1 O ` 0 o p p O D <1- WYE T APPROVED SHEAR BAND COUPLER 8 NOTES: 1) WHEN A CONNECTION IS ALLOWED LARGER THAN 6" DIAMETER, A SADDLE MAY BE USED IF THE I.D. OF THE CONNECTION PIPE IS NOT GREATER THAN ONE—HALF (1/2) OF THE I.D. OF THE MAIN SEWER. (EXAMPLE: 24" x 10") 2) IF THE I.D. OF THE CONNECTION PIPE IS GREATER THAN ONE—HALF (1/2) THE I.D. OF THE MAIN SEWER, THE WYE OR TEE MUST BE "ROLLED IN". (EXAMPLE: 15" x 8") 3) THIS IS ACCOMPLISHED BY BREAKING AWAY AND REMOVING ONE SECTION OF PIPE. THE TOP HALF OF THE BELL ON THE PIPE LYING ADJACENT TO THE GAP IS CAREFULLY BROKEN OFF. THE TOP HALF OF THE BELL ON THE MAIN REPLACEMENT SECTION (WITH A "TEE" / "WYE") FITTING IS ALSO BROKEN OFF. THE REPLACEMENT PIPE IS THEN PLACED IN THE LINE GAP WITH THE STUB POINTED IN THE WRONG DIRECTION. THE BROKEN BELLS ON THE REPLACEMENT AND ADJOINING PIPE MAKE POSSIBLE FOR THE REPLACEMENT SECTION TO FIT INTO THE SEWER LINE WITHOUT DISTURBING THE ADJOINING PIPE SECTIONS. THE REPLACEMENT SECTION IS THEN ROTATED TO THE DESIRED POSITION AND THE BROKEN BELLS ARE ENCASED WITH A 6" CLASS "A" CONCRETE ENCASEMENT. 4) STATING INSERTA TEE IS ALLOWED AND INSTALL PER MANUFACTURERS GUIDELINES. "ROLL —IN" (FOR EXISTING CLAY OR CONCRETE PIPE) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. DAB/SAM Ch. J.C.K. 2009 SHEET 60 \�/\\%/�\/\\\/\\/\%\`r�/. / /�//' 1 TO 3 CEMENT TO SANE ��\j' MORTAR MIX NOTES: 1) 2) 3) 4) PLACE SHOTCRETE ON INSIDE OF PIPE AT A MINIMAL THICKNESS TO FILL IN BRICK JOINTS. CONNECT SEWERS SPRINGLINE TO SPRINGLINE CORE DRILL EXISTING BRICK SEWER AFTER CONCRETE COLLAR AND SHOTCRETE ARE PLACED. /\//\ \/\/\ \\// 6" MIN. CONCRETE COLLAR W/ STEEL REINFORCING 6" MIN. 12" MIN. Z N NEW SEWER 6" MIN. CLASS "A" CONCRETE #5 TOP AND BOTTOM CONCRETE COLLAR SHOTCRETE SHALL BE PLACED ON THE INSIDE OF THE PIPE PRIOR TO CONCRETE COLLAR. SHOTCRETE SHALL EXTEND 2 FEET BEYOND THE LIMITS OF THE NEW PIPE. THE REINFORCED CONCRETE COLLAR SHALL BE PLACED PRIOR TO CORE DRILLING. A MINIMUM OF 1 FOOT BEYOND NEW PIPE. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO MSD PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REBUILD ANY PORTION OF BRICK SEWER THAT IS DAMAGED DURING CONSTRUCTION. CONNECTIONS TO LARGE SEWERS — BRICK METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. M.C.K. Ch. P.W.S. 2009 SHEET 61 6" M\\* NOTES: 1) 2) CONCRETE COLLAR FILL WITH CEMENT MORTAR. CUT END OF PIPE TO g" MAN CONFORM TO ARCH SURFACE & PLASTER FROM THE INSIDE. LARGE PIPE CONNECTION WATERSTOP FOR PLASTIC PIPE. 12 CONCRETE COLLAR WATERSTOP FOR PLASTIC PIPE. SMALL PIPE CONNECTION OPENING INTO EXISTING SEWER TO BE CAREFULLY CUT TO AVOID DAMAGE TO ADJACENT MASONRY. HOLE TO BE CUT TO PROPER ELEVATION AND ANGLE TO ALLOW AT LEAST TWO INCHES SPACE AROUND THE OUTSIDE OF THE PIPE. 3) THIS SPACE WILL BE SOLIDLY FILLED WITH 1 TO 3 CEMENT TO SAND MORTAR MIX, COMPACTED INTO PLACE AFTER THE PIPE HAS BEEN INSERTED AND PROPERLY SUPPORTED TO LINE AND GRADE. 4) EXISTING REINFORCING BARS ARE TO BE BENT BACK INTO THE CONCRETE COLLAR AROUND THE PIPE TO PROVIDE REINFORCEMENT EQUALLY ON ALL SIDES. CONNECTIONS TO LARGE SEWERS METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. WSH/SAM Ch. J.C.K. 2009 SHEET 62 APPROVED REMOVABLE CAP. LOW SLUMP CLASS "A" CONC. SEE PLANS. NOTE: MIN. 2' LONG JOINT 6" a A CAST IRON FRAME & COVER. NEENAH FOUNDRY R-1975 OR APPROVED EQUAL. 8"(TYP.)(\//\/ 6"(TYP.) 6"(TYP.) MIN. 6" DIA. P.V.C. PIPE. 44 O d '741 d 4 A v O 4 4 a 4' MINIMUM a COMPACTED SELECTED EARTH BACKFILL. CLASS "A" CONCRETE. 1 MIN. 6" DIA. P.V.C. PIPE. CONCRETE ENCASEMENT. DO NOT USE WYES PLAN A SAMPLING TEE DETAIL TRENCH WIDTH. SECTION A —A SAMPLING TEE METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. S.A.M. Ch. P.W.S. 2009 SHEET 63 APPROVED CLOSURE ON 1/8 BEND. --i\\i\�i; CLASS "A" CONCRETE ENCASEMENT 6" MIN. S STANDARD MH. FRAME & COVER. EXISTING GRADE. 0 r o 70 00 o 0 0 D D \ p v p 0 ALL PIPE TO BE CAST IRON OR DUCTILE IRON PIPE. D ooc WILL REQUIRE SMOOTH CONCENTRIC TRANSITION REDUCER AT EACH END IF LINE SIZE IS LESS THAN 6". APPROVED CLOSURE ON 1/8 BEND. PIPE TO BE 6" IN DIA. FOR 6" F.M. AND 8" IN DIA. FOR 8" & LARGER FORCE MAIN. FORCE MAIN CLEANOUT (6" DIAMETER & SMALLER) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. RGW/SAM Ch. J.C.K. 2009 SHEET 64 318V1 1S31 ?:II`d 0 p op rn z0 o C D O Z N 6)- 0 r ()C rb rb N (D m O co c c) N TIME ALLOWED FOR PRESSURE LOSS FROM 3 .5 PSIG TO 2.5 PSIG PIPE DIAMETER r (in) MINIMUM TIME (min. sec ) LENGHT FOR MINIMUM Time(ft) TIME FOR LONGER LENGHT (s ec/ft) SPECIFICATION TIME FOR LENGTH (L) SHOWN (min . sec) 100 FT . 150 FT . 200 FT. 250 FT. 300 FT . 350 FT . 400 FT. 450 FT . 500 FT . 550 FT . 600 FT. 6 5:40 398 0 .8548 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:25 7:07 7:50 8:33 8 7:33 298 1.5196 7:33 7:33 7:33 7:33 7:36 8:52 10:08 11:24 12:40 13:56 15:12 10 9:27 239 2.3743 9:27 9:27 9:27 9:54 11:52 13:51 15:50 17:48 19:47 21:46 23:45 12 11:20 199 3.4190 11:20 11:20 11:20 14:15 17:06 19:57 22:48 25:39 28:30 31:20 34:11 15 14:10 159 5. 3423 14:10 14:10 17:48 22:16 26:43 31:10 35:37 40:04 44:31 48:58 53:25 18 17:00 133 7. 6928 17:00 19:14 25:39 32:03 38:28 44:52 51:17 57:42 64:06 70:31 76:56 21 19:50 114 10. 4708 19:50 26:11 34:54 43:38 52:21 61:05 69:48 78:32 87:15 95:59 104:42 24 22:40 99 13. 6762 22:48 34:11 45:35 56:59 68:23 79:47 91:10 102:34 113:58 125:22 136:46 27 25:30 88 17. 3089 28:51 43:16 57:42 72:07 86:33 100:58 115:24 129:49 144:14 158:40 173:05 30 28:20 80 21. 3690 35:37 53:25 71:14 89:02 106:51 124:39 142:28 160:16 178:05 195:53 213:41 33 31:10 72 25. 8565 43. 06 64:38 86:11 107:44 129:17 150:50 172:23 193:55 215:28 237:01 258:34 NOTE 1: CASING PIPE, MINIMUM 24" DIA. OR MAX. CARRIER PIPE OD+2". NOTE 2: STEEL CASING PIPE SHALL MEET THE REQUIREMENTS OF ASTM A-139, STANDARD SPECIFICATION FOR ELECTRIC -FUSION ARC WELDED STEEL PIPE (NPS-4 AND OVER), GRADE B. NOTE 3: FACTORY MANUFACTURED CASING SPACERS AND END CAPS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. NOTE 4: NO CASING PIPE SHALL BE REQUIRED WHERE THERE IS MORE THAN 3' COVER UNLESS OTHERWISE DIRECTED BY PROJECT PLANS. NOTE 5: DETAIL FOR OPEN CUT INSTALLATIONS ONLY. TRENCHLESS INSTALLATIONS SHALL COMPLY WITH APPLICABLE DISTRICT SPECIFICATIONS. NOTE 6: DIMENSIONS AND STATIONS TYPICAL ONLY. 01 + 0 cn w 0 J Q 10' PAST 0 TOP OF - _______ -.,-_____ _ BANK NOTE 7: APPROPRIATE CHANNEL TREATMENT TO BE DETERMINED BY ENGINEER. 1 I I I l \ I I I 1 I I \ / 1- 3' OR LESS (SEE NOTES 1,2,3 AND 4) 100' -CASING PIPE © 1.0% 200'-8" PIPE © 1.00% 0 01 + N 1- (r) w Q0 = 10' PAST J Q TOP OF 0 BANK __ -„--- CREEK CROSSING METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. K.D.W. 2021 SHEET 66 NOTES 1. DUCTILE IRON PIPE SHALL BE RESTRAINED JOINT COATED WITH AN APPROVED 100% SOLIDS BY VOLUME AMINE CURED NOVALAC EPDXY ON THE INTERIOR, ZINC COATING ON THE EXTERIOR AND ENCASED IN POLYWRAP. 2. THIS DETAIL IS TO BE USED FOR MINIMAL COVER INSTALLATIONS WHERE COVER IS NOT SUFFICIENT TO INSTALL CASING PIPE. CL "A" STA. w 0 z NOTE 3. APPROPRIATE CHANNEL TREATMENT TO BE DETERMINED BY ENGINEER. 1 I I I I I I X' -X" DIP © X.XX% 12.5' (SEE NOTE 1) SHALLOW CREEK CROSSING METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. K.D.W. 2021 SHEET 67 6' 15" 42" 15" 17" 4' prANect car stormwater Project Number Estimated Value: $ ProjectClearSTL.org (314) 768-6260 3' SIGN: 4' BY 6' ON 3/8" (±) WHITE MASONITE BOARD OR PLYWOOD. TWO POSTS, EITHER METAL OR WOODEN, MUST BE PROVIDED TO SUPPORT SIGN. SIGN MUST BE AT LEAST 3' (FROM BOTTOM OF SIGN) OFF THE GROUND. LOGO: PMS Relex Blue 100c 91m 3y 2k Or 28g 168b Hex #001CA8 PMS 2995 Lt. Blue 74c 17m 2y Ok Or 165g 219b Hex #00A5DB PMS 151 Orange Oc 62m 100y Ok 247r 127g 10b Hex #F77F00 PMS 361 Green 78c Om 100y Ok 30r 181g 58b Hex #1EB53A PROJECT DETAILS TO BE PROVIDED WITH NOTICE TO PROCEED GRAPHICS AVAILABLE UPON REQUEST. 2" 4" 2" 3" 3" 3" 2" 3" SIGNS (STORMWATER) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. B.L.N. 2014 SHEET 68 6' 15" 42" 15" 17" 4' pr(4)Ject wastewnte Project Number Estimated Value: $ ProjectClearSTL.org (314) 768-6260 3' SIGN: 4' BY 6' ON 3/8" (±) WHITE MASONITE BOARD OR PLYWOOD. TWO POSTS, EITHER METAL OR WOODEN, MUST BE PROVIDED TO SUPPORT SIGN. SIGN MUST BE AT LEAST 3' (FROM BOTTOM OF SIGN) OFF THE GROUND. LOGO: PMS Relex Blue 100c 91m 3y 2k Or 28g 168b Hex #001CA8 PMS 2995 Lt. Blue 74c 17m 2y Ok Or 165g 219b Hex #00A5DB PMS 151 Orange Oc 62m 100y Ok 247r 127g 10b Hex #F77F00 PMS 361 Green 78c Om 100y Ok 30r 181g 58b Hex #1EB53A PROJECT DETAILS TO BE PROVIDED WITH NOTICE TO PROCEED GRAPHICS AVAILABLE UPON REQUEST. 2" 4" 2" 3" 3" 3" 2" 3" SIGNS (WASTEWATER) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. B.L.N. 2014 SHEET 69 6' 15" 42" 15" 17" 4 MSD pr()Ject tAineteatAinfelr + etrtirm%A; f : r Project Number Estimated Value: $ ProjectClearSTL.org (314) 768-6260 3 SIGN: 4' BY 6' ON 3/8" (±) WHITE MASONITE BOARD OR PLYWOOD. TWO POSTS, EITHER METAL OR WOODEN, MUST BE PROVIDED TO SUPPORT SIGN. SIGN MUST BE AT LEAST 3' (FROM BOTTOM OF SIGN) OFF THE GROUND. LOGO: PMS Relex Blue 100c 91m 3y 2k Or 28g 168b Hex #001CA8 PMS 2995 Lt. Blue 74c 17m 2y Ok Or 165g 219b Hex #00A5DB PMS 151 Orange Oc 62m 100y Ok 247r 127g 10b Hex #F77F00 PMS 361 Green 78c Om 100y Ok 30r 181g 58b Hex #1EB53A PROJECT DETAILS TO BE PROVIDED WITH NOTICE TO PROCEED GRAPHICS AVAILABLE UPON REQUEST. 2" 4" 2" 3" 3" 3" 2" 3" SIGNS (WASTEWATER + STORMWATER) METROPOLITAN ST. LOUIS SEWER DISTRICT Standard Details of Sewer Construction Dr. R.G.W. Ch. B.L.N. 2014 SHEET 70