Contract and Specifications
No. 4, Town of
SANITARY DISTRICT NO. 4,
TOWN OF BROOKFIELD, WISCONSIN
STRAND ASSOCIATES, INC.
910 West Wingra Drive
Madison, WI 53715 www.strand.com
TABLE OF CONTENTS
SANITARY DISTRICT NO. 4,
TOWN OF BROOKFIELD, WISCONSIN
DIVISION 20-UTILITY AND STREET CONSTRUCTION .............................................
TRACER WIRE INSTALLATION FOR WATER SERVICES
AND SANITARY LATERALS ......................................................................................... Drawing 1A
STANDARD DETAIL–WATER MAIN VALVE MANHOLES ................................................ 01-975- 42A
STANDARD DETAIL–SANITARY SEWER APPURTENANCES ....................................... 01-975- 43A
STANDARD DETAIL–STANDARD GATE VALVE BOX SETTING .................................... 01-975- 64A
STANDARD DETAIL–HYDRANT INSTALLATION ............................................................. 01-975- 65A
STANDARD DETAIL–SANITARY SEWER LATERALS ..................................................... 01-975- 75A
STANDARD DETAIL–THRUST BLOCKING DETAILS ...................................................... 01-975- 92A
STANDARD DETAIL–MANHOLE CASTINGS ADJUSTMENT AND ANCHORING ........... 01-975-109A
STANDARD DETAIL–INLET PROTECTION TYPE A, B, C, AND D .................................. 01-975-110A
STANDARD DETAIL–SILT FENCE .................................................................................... 01-975-111A
STANDARD DETAIL–EROSION CONTROL MAT INSTALLATION .................................. 01-975-112A
STANDARD DETAIL–EROSION CONTROL BALE INSTALLATION ................................. 01-975-113A
STANDARD DETAIL–PIPE INSULATION .......................................................................... 01-975-163A
END OF SECTION
UTILITY AND STREET CONSTRUCTION IN WISCONSIN
SECTION 1–MATERIALS AND EQUIPMENT
Materials provided shall be suitable for the conditions in which they are being installed and used.
CONTRACTOR shall review installation requirements of the Contract with material suppliers and incorporate any additional installation requirements necessary to meet the required use within the price bid for the Work.
All material shall conform to the type, size, and shape shown on the Drawings and as specified.
All material in contact with potable water shall meet NSF Standards 60 and 61.
All pipe and materials used in performance of the Work shall be clearly marked as to strength, class, or grade. Pipe and materials not so marked shall be subject to rejection.
When requested by ENGINEER, material suppliers shall furnish certificates of compliance indicating that all tests required by the various Standards have been conducted and that the test results comply with the Standards.
Unless the text indicates otherwise (e.g., see Materials Standards), Standard Specifications shall refer to Division 20 Standard Specifications for Utility and Street Construction in Wisconsin.
WISDOT Specifications in the Standard Specifications shall refer to the State of Wisconsin Department
of Transportation, Division of Highways, Standard Specifications for Highway and Structure
Construction, Latest Edition.
Conservation Practice Standards in the Standard Specifications shall refer to Wisconsin Department of
Natural Resources Conservation Standard Practices–Construction Site and Sediment Control.
This listing of Material Standards is provided for convenience only and may not be all inclusive.
Standard Specification for Corrugated Steel Pipe, Metallic-Coated, for Sewers and Drains.
Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.
Standard Specifications for Corrugated Steel Structural Plate, Zinc-
Coated, for Field-Bolted Pipe, Pipe-Arches, and Arches.
Standard Specifications for Corrugated Polyethylene Drainage
Standard Specifications for Corrugated Polyethylene Pipe, 300- to
Standard Practice for Selecting Proportions for Normal,
Heavyweight, and Mass Concrete.
Hot Weather Concreting.
Ductile-Iron and Gray-Iron Fittings for Water.
Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
Standard for Polyethylene Encasement for Ductile-Iron Pipe
Ductile-Iron Pipe, Centrifugally Cast, for Water.
Cast Iron Pipe Flanges and Flanged Fittings Classes 25, 125, and
American Standard for Nursery Stock
Specification for Gray Iron Castings.
Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings.
Standard Specification for Chromium and Chromium-Nickel
Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for
Standard Specification for Stainless Steel Bars and Shapes for Use in Boilers and Other Pressure Vessels.
Specification for Deformed and Plain Billet-Steel Bars for Concrete
Standard Specification for Composition Bronze or Ounce Metal
Standard Specification for Seamless Copper Water Tube.
Specification for Concrete Sewer, Storm Drain, and Culvert Pipe.
Specification for Sewer and Manhole Brick (Made From Clay or
Standard Specification for Concrete Aggregates.
Specification for Reinforced Concrete Culvert, Storm Drain, and
Standard Specification for Load Bearing Concrete Masonry Units.
Specification for Concrete Masonry Units for Construction of Catch
Basins and Manholes.
Standard Test Methods for Sampling and Testing Concrete
Masonry Units and Related Units.
Specification for Mortar for Unit Masonry.
Test Method for Vitrified Clay Pipe.
Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings.
Specification for Joints for Concrete Pipe and Manholes, Using
Specification for Molds for Forming Concrete Test Cylinder
Standard Specification for Precast Reinforced Concrete Manhole
Standard Test Methods for Concrete Pipe, Manhole Sections, or
Standard Specification for Reinforced Concrete Elliptical Culvert,
Storm Drain, and Sewer Pipe.
Standard Specification for Reinforced Concrete D-Load Culvert,
Storm Drain, and Sewer Pipe.
Standard Specification for Vitrified Clay Pipe, Extra Strength,
Standard Strength, and Perforated.
Standard Test Method for Low-Pressure Air Test of Vitrified Clay
Standard Specification for Precast Concrete Water and Wastewater
Standard Specification for Resilient Connectors Between
Reinforced Concrete Manhole Structures, Pipes, and Laterals.
Standard Practice for Testing Concrete Pipe Sewer Lines by Low-
Pressure Air Test Method.
Standard Test Method for Concrete Pipe Sewer Lines by Negative
Air Pressure (Vacuum) Test Method.
Test Method for Concrete Sewer Manholes by the Negative Air
Pressure (Vacuum) Test Prior to Backfill.
Standard Specifications for Precast Reinforced Concrete Box
Sections for Culverts, Storm Drains and Sewers.
Standard Test Method for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ft-lbf/ft
Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe,
Schedules 40, 80, and 120.
Standard Test Method for Adequacy of Fusion of Extruded Poly
(Vinyl Chloride) (PVC) Pipe and Molded Fittings by Acetone
Standard Test Method for Rubber Property–Durometer Hardness.
Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-
Rated Pipe (SDR Series).
Practice for Underground Installation of Flexible Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications.
Standard Test Method for Strength Properties of Adhesives in Two-
Ply Wood Construction in Shear by Tension Loading.
Standard Test Method for Determination of External Loading
Characteristics of Plastic Pipe by Parallel-Plate Loading.
Standard Specification for Threaded Poly (Vinyl Chloride) (PVC)
Plastic Pipe Fittings, Schedule 80.
Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe
Fittings, Schedule 40.
Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe
Fittings, Schedule 80.
Standard Specification for Solvent Cements for Poly (Vinyl Chloride)
(PVC) Plastic Piping Systems.
Standard Specification for Joints for IBS PVC Pipe Using Solvent
Specification for Acrylonitrile–Butadiene–Styrene (ABS) and Poly
(Vinyl Chloride) (PVC) Composite Sewer Piping.
Specification for Acrylonitrile–Butadiene–Styrene (ABS) Sewer Pipe and Fittings.
Standard Practice for Making Solvent-Cemented Joints with Poly
(Vinyl Chloride) (PVC) Pipe and Fittings.
Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.
Standard Specification for Joints for Plastic Pressure Pipes Using
Flexible Elastomeric Seals.
Standard Specification for Joints for Drain and Sewer Plastic Pipes
Using Flexible Elastomeric Seals.
Standard Specification for Polyethylene Plastics Pipe and Fittings
Standard Specifications for Rigid Acrylonitrile–Butadiene–Styrene
(ABS) Compounds for Pipes and Fittings.
Specification for Propylene Plastic Injection and Extrusion Materials.
Standard Test Method for Apparent Horizontal Shear Strength of
Pultruded Reinforced Plastic Rods By The Short-Beam Method.
Standard Specification for Elastomeric Seals (Gaskets) for Joining
Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
Standard Specification for Stainless Steel Nuts.
Standard Specification for Poly (Vinyl Chloride) (PVC) Large-
Diameter Plastic Gravity Sewer Pipe and Fittings.
Standard Specification for Poly (Vinyl Chloride) (PVC) Profile
Gravity Sewer Pipe and Fittings Based on Controlled Inside
Standard Test Method for Installation Acceptance of Plastic Gravity
Sewer Lines Using Low-Pressure Air.
Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water.
Standard for Polyethylene Encasement for Ductile-Iron Pipe
Standard for Ductile-Iron and Gray-Iron Fittings, 3 Inches Through
48 Inches For Water.
Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
Standard for Flanged Ductile-Iron Pipe With Ductile-Iron or Gray-
Iron Threaded Flanges.
Standard for the Thickness Design of Ductile-Iron Pipe.
Standard for Ductile-Iron Pipe, Centrifugally Cast for Water or Other
Standard for Ductile-Iron Compact Fittings, 3 Inches (76 mm)
Through 64 Inches (1,600 mm), for Water Service.
Standard for Reinforced Concrete Pressure Pipe, Steel-Cylinder
Standard for Prestressed Reinforced Concrete Pressure Pipe,
Standard for Reinforced Concrete Pressure Pipe, Noncylinder Type.
Standard for Metal-Seated Gate Valves for Water Supply Service.
Standard for Dry-Barrel Fire Hydrants.
Standard for Rubber-Seated Butterfly Valves.
Standard for Ball Valves 6 Inches Through 48 Inches (150 mm
Through 1,200 mm).
Standard for Swing-Check Valves for Waterworks Service, 2-In.
Through 24-In. (50-mm Through 600-mm) NPS
Standard for Resilient-Seated Gate Valves for Water Supply
Standard for Installation of Ductile-Iron Water Mains and Their
Standard for Underground Installation of Polyvinyl Chloride (PVC)
Pressure Pipe and Fittings for Water.
Standard for Disinfecting Water Mains.
Standard for Underground Service Line Valves and Fittings.
Standard for Polyvinyl Chloride (PVC) Pressure Pipe and
Fabricated Fittings, 4 Inches Through 12 Inches (100 mm through
300 mm), for Water Distribution.
Standard for Polyvinyl Chloride (PVC) Pressure Pipe and
Fabricated Fittings, 14 Inches through 48 Inches (350 mm through
1,200 mm) for Water Transmission and Distribution.
Polyethylene (PE) Pressure Pipe and Tubing, 1/2 in. (13 mm)
Through 3 in. (76 mm), for Water Service.
Standard for Polyethylene (PE) Pressure Pipe and Fittings, 4 In.
(100 mm) Through 63 In. (1575 mm) for Water Distribution and
Standard for Polyvinyl Chloride (PVC) Pressure Fittings for Water–4
In. Through 8 In. (100 mm Through 200 mm).
M55 PE Pipe-Design and Installation.
The type of pipe to be used in the Project shall be as specified in the STANDARD APPLICATIONS table in the SPECIAL PROVISIONS or as shown on the Drawings.
Rigid pipes are defined as pipe manufactured of such materials as concrete or clay.
Thermoplastic pipe shall be defined as pipe manufactured of such materials as PVC or other plastics.
1.2.1 REINFORCED CONCRETE PIPE
Reinforced concrete pipe shall meet ASTM C76 for circular pipe, ASTM C507 for elliptical pipe, ASTM
C655 for D-load pipe, or ASTM C1433 for box culvert pipe.
All reinforced concrete pipe used in the Work shall be of adequate strength to support the construction and trench loads applied.
Not more than one lift hole per length of pipe shall be used in storm sewer. Lift holes will not be permitted in sanitary sewers.
All reinforced concrete pipe and fittings shall be provided with joints and gaskets which meet ASTM
C443. Joints for storm and sanitary sewer shall be sealed with rubber gaskets having a continuous Oring cross-section. Joints for elliptical pipe shall be sealed with an application of a trowelable bitumastic joint sealant on the inside of the joint. All pipe shall be specifically built to fit the gasket used.
Reinforced concrete pipe shall be of the class as shown on the Drawings or in the SPECIAL
and shall have a minimum “C” wall construction, but with “B” wall reinforcing.
Sanitary sewer pipe shall be provided with either a smooth exterior wall (i.e., no bell), or with an R-4 big bell joint.
Joints for all smooth exterior wall reinforced concrete sanitary sewer pipe (except where open cut is not allowed) shall be provided with an external bitumastic wrap, Mac Wrap, or equal. Wrap shall be
minimum 12 inches wide and shall be secured on the pipe with a minimum of one stainless steel band seal connector on each side of the joint.
All reinforced concrete pipe used for sanitary sewer shall be vacuum tested from end to end at the factory in accordance with ASTM C1214. Test result, date, pipe class, date of manufacture, and individualized pipe I.D. shall be clearly marked on each pipe. Written vacuum test results for each pipe
I.D. shall be kept and submitted to ENGINEER. ENGINEER shall be provided an opportunity to observe all tests.
Acceptance of reinforced concrete pipe shall be on the basis of plant load-bearing tests, material tests, and inspection of manufactured pipe for visual defects and imperfections.
Reinforced concrete bends, tees, and reducers shall be manufactured to provide for the required transitions as shown on the Drawings. Sufficient additional reinforcement shall be added at the spring lines and top and bottom of the pipe to prevent shearing after installation. Repairs to complete fabricated pipe fittings shall be such that the completed unit shall have the same strength as that of the remainder of the pipe barrel and the concrete used to complete the section shall not spall or separate.
Vitrified clay pipe and fittings shall conform to ASTM C700. Pipe and fittings shall be extra strength.
Joints shall be compression type joints conforming to ASTM C425.
1.2.3 COMPOSITE PIPE (PVC AND ABS)
Composite pipe shall meet the requirements of ASTM D2680. Resin used in the manufacture of PVC composite sewer pipe and fittings shall have cell classification 12454-B or 12454-C as defined in
ASTM D1784. Resin used in the manufacturer of ABS composite pipe and fittings shall have cell classification of 1-0-2-2-3 of ASTM D3965.
Acceptance of piping shall be subject to tests conducted by an approved testing agency.
Attachment of couplings and saddle fittings and field joining of pipe sections and fittings shall be accomplished by solvent welding or rubber gaskets in accordance with the recommendations of the pipe manufacturer. All exposed filler material shall be field-coated with ABS or PVC Solvent Cement.
Approved adapters shall be provided for transitions to other types of pipe.
Pipe shall be subject to rejection for failure to conform to material requirements of ASTM D2680 or for any of the following reasons: a. Distortion or puncture of the inner plastic shell. Distortion or punctures of the outer shell shall not be reasons for rejection if the inner shell is unaffected and such exterior distortion or puncture is suitably repaired with a solvent-welded patch to the satisfaction of ENGINEER. b. Voids in the concrete filler at pipe ends, exceeding 1 inch in depth as measured from the pipe end and exceeding 10% of the pipe circumference. However, this pipe may be used if the faulty pipe end is sawed off and coated to the satisfaction of ENGINEER. c. Through cracks in coupling.
1.2.4 SOLID WALL PVC
Polyvinyl Chloride (PVC) pipe shall meet the requirements of ASTM D3034 for pipe sizes 4 inches through 15 inches and ASTM F679 for pipe sizes 18 inches through 36 inches. The wall thickness for
ASTM F679 pipe shall conform to requirements for a T-1 wall. All PVC sewer pipe shall have maximum standard dimension ratio (SDR) of 35.
PVC material shall have cell classification 12454-B or 12454-C as defined in ASTM D1784 with minimum modulus of elasticity of 400,000 psi in tension. Pipe stiffness shall be minimum 46 psi when tested in accordance with ASTM D2412.
Pipe and fittings shall be the product of one manufacturer and the manufacturer shall have experience records substantiating acceptable performance of the pipe to be furnished.
Fittings shall be injection molded.
Acceptance of piping shall be subject to tests conducted by an approved testing agency in accordance with ASTM D3034 and/or ASTM F679.
Fittings such as saddles, elbows, tees, wyes, and others shall be of material and construction corresponding to and have a joint design compatible with the adjacent pipe. Approved adapters shall be provided for transitions to other types of pipe.
Joints shall be of the elastomeric type for pipes 4 inches or larger and elastomeric or solvent cement for pipes less than 4 inches.
Elastomeric joints shall be a bell and spigot joint conforming to ASTM D3212 sealed by a rubber gasket conforming to ASTM F477 so that the assembly will remain watertight under all conditions of service, including the movements resulting from the expansion, contraction, settlement, and deformation of the pipe. Bells shall be formed integrally with the pipe and shall contain a factory-installed positively restrained gasket.
Solvent cement joints shall be assembled using solvent cement obtained from the pipe manufacturer, which conforms to the requirements of ASTM D2564.
The assembled joint shall pass the performance tests as required in ASTM D3212.
1.2. 5 OPEN PROFILE WALL PVC (18 INCH AND LARGER PIPE ONLY)
Open profile PVC pipe and fittings shall meet the requirements of ASTM F794. Fittings shall also conform to ASTM D3034 SDR 35. Pipe shall have smooth interior with a ribbed exterior. Exterior ribs shall be perpendicular to the axis of the pipe to allow placement of gaskets without additional cutting or matching. Pipe shall have solid wall cross-section–no voids between inner and outer surfaces of pipe wall.
PVC materials shall have cell classification 12454-B or 12454-C as defined in ASTM D1784 with minimum modulus of elasticity of 400,000 psi in tension. Pipe stiffness shall be minimum 46 psi when tested in accordance with ASTM D2412. Impact strength shall equal or exceed values given in
ASTM D3034 or F679.
Pipe and fittings shall be the product of one manufacturer and the manufacturer shall have an experience record substantiating acceptable performance of the pipe to be furnished. Fittings shall be injection molded.
All joints shall be of the flexible elastomeric type with bells and spigots conforming to ASTM D3212.
Gaskets shall conform to ASTM F477. All bells shall be formed integrally with the pipe. Elastomeric gasket shall be positively restrained in ribs on spigot of pipe.
Acceptance of piping shall be subject to tests conducted by an approved testing agency in accordance with ASTM F794.
Fittings such as saddles, elbows, tees, wyes, and others shall be of material and construction corresponding to, and have a joint design compatible with the adjacent pipe. Approved adapters shall be provided for transitions to other types of pipe. Fittings shall be molded.
Joints shall be sealed with elastomeric gaskets meeting the requirements of ASTM F477. Solvent cement shall not be used to join pipe lengths or fittings to pipe lengths. The assembled joint shall pass the performance tests as required in ASTM D3212.
The pipe wall will be homogeneous and contain no seams. Minimum pipe stiffness per ASTM D2412 shall be 60 psi for 18-inch and 46 psi for 21-inch and larger pipe sizes. Pipe shall withstand impact of
210-foot-pounds for 8-inch and 220-foot-pounds on larger sizes. Standard lengths shall be 13-foot or
20-foot lengths. Pipe shall withstand flattening up to 60% without cracking, splitting, or breaking and pass acetone immersion in accordance with ASTM D2152.
1.2.6 GRAVITY SANITARY SEWER SERVICE BRANCHES AND LATERALS
Branches (tees and wyes) shall be of the same material as the main except for reinforced concrete pipe used for sanitary sewer. For such reinforced concrete pipe, special branches shall be furnished and installed to accept the lateral. Such special branches are subject to review by ENGINEER.
If a different thermoplastic material is specified for laterals than for the main line, appropriate solvent welds, fittings, and other appurtenances shall be provided to effect a water tight seal.
Fittings for laterals shall be of the same material as the lateral pipe unless special fittings are needed for transition between material types or sizes or standard fittings are not manufactured.
Where the wye or tee branches and laterals are of dissimilar materials, CONTRACTOR shall provide a transition coupling, Fernco, or equal, designed to join the two pipe materials matching flow line elevations. All bands and other metal components on couplings shall be stainless steel.
All fittings used, including type of jointing, are subject to review by ENGINEER. See SPECIAL
for any additional requirements.
1.2.7 STEEL OR ALUMINUM CORRUGATED PIPE
Corrugated pipe composed of corrosion-protected steel or of aluminum shall meet the requirements of
AASHTO M36 and of structural steel plate shall meet the requirements of M167. Pipe provided shall be new and free of defects and scale. Pipe and fittings that are dented, deformed, or have damaged coatings shall be removed from the site at CONTRACTOR's expense.
The average inside diameter of circular pipe shall not vary more than 1/2 inch or 1%, whichever is greater, from the nominal diameter.
The span and rise dimensions shall not vary more than 1 inch or 2% of the equivalent circular diameter, whichever is greater.
Coupling bands shall conform to AASHTO M36 and shall be made of the same base metal as the pipe.
The bands shall not be less than 7 inches wide for diameters of 8 inches to 30 inches, inclusive; not less than 12 inches wide for pipe with diameters 36 inches to 60 inches, inclusive; and not less than
24 inches wide for pipe with diameters greater than 60 inches. Such bands shall be so constructed as to lap on an equal portion of each of the pipe sections to be connected and preferably shall be connected at the ends by galvanized angles having minimum dimensions of 2 by 2 by 3/16 inches.
All connections shall be shop fabricated where possible.
All cuts in corrugated pipe and pipe arch shall be saw cut. Connections cut in the field shall be saw cut with a saddle connection of 16-gauge material bolted on the corrugated pipe with 1/2-inch-diameter galvanized bolts.
1.2.8 HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED PIPE
Corrugated pipe composed of high density polyethlylene shall meet the requirements of AASHTO M252 and M294. Pipe and fittings shall be made from virgin polyethylene compounds conforming to ASTM
Pipe shall have interior smooth inner wall of full circular cross section with an integrally formed outer corrugated wall AASHTO Type S designation.
Fittings may be molded or fabricated and shall not impair the integrity or function of the pipe. Only fittings supplied or recommended by pipe manufacturer shall be used. Where elastomeric gaskets are required they shall conform to ASTM F477.
1.2.9 IRON PIPE AND FITTINGS
General: Iron pipe shall be ductile iron conforming to AWWA C151. Fittings shall be ductile or cast iron conforming to the standards herein. Iron pipe and fittings shall be American-made: American, Clow,
Griffin, Tyler, U.S. Pipe, or equal.
Ductile iron pipe shall consist of pipe centrifugally cast in metal or sand-lined molds. Pipe wall shall be homogeneous from inside to outside and shall be completely free of laminations, blisters, or other imperfections. Defects may be removed at the factory only.
Each pipe and fitting shall have the weight, class or nominal thickness, country where cast, casting period, manufacturer's mark, the year in which the pipe was produced, and the letters DI or DUCTILE cast or stamped thereon. Improper or incomplete marking will be cause for rejection of the pipe or fitting.
CONTRACTOR shall furnish certification data representing each class of pipe or fitting furnished. The certification report shall clearly state that all pipe and fittings furnished meet the appropriate AWWA specification.
Exterior Pipe: Ductile iron pipe shall be provided with mechanical joints or push-on joints where buried.
Provide flanged joints inside manholes, wet wells or other such structures, and elsewhere exterior as shown on the Drawings or as specified.
Unless otherwise shown on the Drawings or specified in the SPECIAL PROVISIONS, buried pipe shall be minimum Pressure Class 350 with a water hammer allowance of 100 psi. Additional pipe wall thickness shall be furnished as required by AWWA C150 for the depth of cover as shown on the
Drawings when using Laying Condition 4 of AWWA C600 or the Class C Bedding Detail as shown on
Flange jointed pipe to be used elsewhere as shown on the Drawings or as specified, shall be minimum
Special Thickness Class 53 conforming to AWWA C115 with a minimum rated working pressure of 250 psi and with a water hammer allowance of 100 psi. All flanged pipe shall be made up in strict accordance with AWWA C115 specifications. No field make-up flanges will be allowed unless strictly conforming to AWWA C115 with facing done after turning pipe through flange.
Linings and Coatings: Buried pipe and pipe in manholes, wet wells, and other structures shall be cement-mortar lined and asphaltic coated inside and asphaltic coated outside. Inside lining and coating shall comply with AWWA C104. Outside coating shall comply with AWWA C151. Lining and coatings shall be suitable for use with potable water systems. The asphaltic coating shall be applied over the cement lining on the inside of the pipe and directly on the outside of the pipe. The coatings shall be smooth and impervious to water without any tendency to scale off.
Exterior aboveground pipe and pipe in manholes, wet wells, and other structures shall comply with the above unless specified otherwise in the SPECIAL PROVISIONS.
Polyethylene Encasement: Where required on the Drawings or specified in the SPECIAL
, CONTRACTOR shall provide polyethylene encasement conforming to AWWA C105.
Film shall be Class C–Carbon Black, with a minimum thickness of 0.008 inches (8 mils). Tape for securing the film shall be a thermoplastic material with a pressure sensitive adhesive face capable of bonding to metal, asphaltic coating, and polyethylene. Tape shall have a minimum thickness of 8 mils and a minimum width of 1 inch.
The polyethylene film envelope shall be as free as is commercially possible of gels, streaks, pinholes, particles of foreign matter, and undispersed raw materials. There shall be no other visible defect such as holes, tears, blisters, or thinning out at folds.
Tapping and Bonding: In cases where corporation stops are to be tapped into mains, pipe wall thickness shall be furnished as specified in AWWA C151 to provide four threads or pipe saddles shall be furnished as approved by manufacturer.
All water main, pipe, valves, and fittings shall be furnished with cable bond conductor or electrobond conductivity strips. Lead-tipped gaskets or bronze wedges will not be allowed.
Cutting-in and Repair Tees and Sleeves and Tapping Tees: Cutting-in and repair tees and sleeves and tapping tees shall be of ductile or cast iron with the same rated working pressure of the pipe in which they are installed but no less than 150 psi.
Exterior Joints, Fittings, and Gaskets: Joints, fittings, and gaskets shall have the same rated working pressure of the pipe in which they are installed but no less than a minimum rated working pressure of
150 psi. Fittings shall be cement-mortar lined and asphaltic coated inside and shall be shop primed or asphaltic coated outside as specified above for the piping in which they are being installed.
Joints, fittings, and gaskets for buried piping shall be mechanical joint or push-on joint conforming to
AWWA C110 and AWWA C111, as well as AWWA C153 (compact), with vulcanized styrene butadiene rubber gaskets conforming to AWWA C111.
Bolts on mechanical joints shall be high-strength low-alloy steel (Corten, or equal) conforming to
AWWA C111; a certificate to that effect shall be provided.
Flange joints, fittings, and gaskets to be used elsewhere as shown on the Drawings or as specified shall conform to AWWA C110, AWWA C111, and to ANSI B16.1. Gaskets for flanged piping shall be full face, minimum 1/8-inch-thick, synthetic rubber gaskets with factory-made holes for flange bolts.
Thicker gaskets shall be provided as needed to accommodate allowed tolerances in flange manufacturing.
Gaskets shall be furnished in sufficient number for all joints. Sufficient joint lubricant shall be furnished by the manufacturer with the gaskets.
1.2.10 PVC PIPE (AWWA)
AWWA PVC pressure rated pipe shall conform to the requirements of AWWA C900 for pipe from 4 inch through 12 inch and AWWA C905 for pipe from 14 inch through 36 inch. Pipe shall be furnished with integral elastomeric bell and spigot joints.
PVC pipe diameter shall conform to the O.D. of ductile iron pipe. The type of PVC material, nominal pipe size, standard dimension ratio, and pressure rating shall be not less than pressure class 235 and not greater than dimension ratio 18.
Markings on the pipe shall include the following: Nominal pipe size, type of plastic pipe material, DR number, AWWA Designation with which the pipe complies, manufacturer's name, and the seal or mark of the laboratory making the evaluation of the suitability of the pipe for the transport of potable water.
1.2.11 PVC PIPE (SDR-PR)
Standard dimension ratio PVC pressure rated pipe shall conform to the requirements of ASTM D2241
(SDR-PR) for pipe from 4 inch through 12 inch. Pipe shall be furnished with integral elastomeric bell and spigot joints. Spigot end shall conform to ASTM D2241. Bell end shall conform to ASTM D3139.
Gaskets shall meet ASTM F477.
PVC pipe diameter shall conform to iron pipe sizes (IPS). The type of PVC material, nominal pipe size, standard dimension ratio, and pressure rating shall be not less than pressure class 200 and not greater than standard dimension ratio (SDR) 21.
Markings on the pipe shall include the following: Nominal pipe size, type of plastic pipe material, SDR number, pressure class rating, manufacturer's name, and the seal or mark of the laboratory making the evaluation of the suitability of the pipe for the transport of potable water.
1.2.12 PVC PIPE (SCHEDULE PIPE)–4 INCH OR LESS
PVC Schedule pipe 4 inch or less shall conform to the requirements of ASTM D1785 for Schedules 40,
80, or 120. Pipe shall be solvent weld type conforming to ASTM D2855 with bell conforming to ASTM
D2672. Pressure rating for pipe supplied shall be minimum 150 psi.
1.2.13 HIGH DENSITY POLYETHYLENE PRESSURE (HDPE) PIPE AND FITTINGS
HDPE pressure rated pipe shall conform to the requirements of AWWA C906 for pipe from 4 inch through 63 inch. HDPE pipe shall be manufactured from material conforming to PE Code PE3408.
HDPE pipe diameter shall conform to the O.D. of iron pipe. The type of HDPE material, nominal pipe size, standard dimension ratio, and pressure rating shall be not less than pressure class 200 and not greater than a dimension ratio (DR) 9.
Markings on the pipe shall include the following: Nominal pipe size, type of plastic pipe material, DR number, pressure class rating, manufacturer's name, and the seal or mark of the laboratory making the evaluation of the suitability of the pipe for the transport of potable water.
Fittings for HDPE pipe shall conform to AWWA C906 and shall have the same pressure rating as the pipe in which they are installed.
1.2.14 PVC PRESSURE PIPE FITTINGS (4 INCH AND LARGER)
Unless otherwise specified in the SPECIAL PROVISIONS or shown on the Drawings, fittings for PVC pressure pipe shall be iron pipe fittings as specified herein.
1.2.15 GRINDER PUMP PRESSURE SEWER PIPE AND FITTINGS (LESS THAN 4 INCH)
Grinder pump pressure sewer pipe and laterals, shall be constructed of PVC conforming to
ASTM D1785 for Schedules 40, 80, or 120 or to ASTM D2241, Class 250, SDR 17 with solvent weld joints.
All fittings shall be solvent weld, 1120 PVC, Schedule 40 conforming to ASTM D2466 or Schedule 80 in accordance with ASTM D2467. Threaded fittings shall be Schedule 80 minimum conforming to
All fittings and joints shall have a working pressure rating at least equal to the pipe to which they are attached. Fittings shall be compatible with the above-specified SDR-PR or Schedule Pipe. All PVC fittings outside of manholes shall have socket or bell ends. Transitions to curb stops shall be socket type on the PVC side and threaded on the curb stop side. Fittings inside manholes shall be as shown on the Drawings. All PVC pipe and fittings shall be approved by the National Sanitation Foundation and shall bear their mark of approval.
1.2.16 PIPE RESTRAINT
Pipe restraint fittings shall be provided as follows: a. For mechanical joint iron pipe–Megalug Series 1100 or 1100SD, by EBAA Iron Sales, Inc., or equal. b. For push-on joint iron pipe– Megalug Series 1100HD or 1700, by EBAA Iron Sales, Inc., Flex-
Ring, or Lok-Ring by American Cast Iron Pipe Company, TR Flex by U.S. Pipe Company, or equal. c. For PVC push-on pipe (not solvent welded)–Megalug Series 1500 or 2800, or equal restraint system.
Gaskets that include metal locking segments vulcanized into the gasket to grip the pipe to provide joint restraint are not acceptable.
1.2.17 COPPER WATER TUBING
Copper tubing installed within trenches shall be Type K soft annealed seamless copper tubing and shall conform to the specifications of ASTM B88. All other copper shall be Type K hard copper conforming to
The name or trademark of the manufacturer and a mark indicating the type shall be permanently and plainly marked on tubing.
Fittings for copper tubing shall be cast brass having an alloy of 85% copper, 5% tin, 5% zinc and 5% lead. They shall have uniformity in wall thickness and strength and shall be free from any defect that may affect their serviceability.
Fittings shall be of the flared or compression-type. Unions shall be extra heavy 3-part unions only.
Each fitting shall be permanently and plainly marked with the name or trademark of the manufacturer.
1.2.18 SURFACE WATER CROSSINGS
Unless indicated otherwise on the Drawings or in the SPECIAL PROVISIONS, pipe for water crossings shall be ductile iron, Flex-Ring, or Lok-Ring by American Cast Iron Pipe Company, TR Flex by U.S.
Pipe Company, or equal. Type of joint is subject to the review of ENGINEER and approval of OWNER.
Mechanical joints with retainer glands will not be allowed.
1.2.19 MISCELLANEOUS PIPE
Piping needed for repair or reconstruction of existing utilities and appurtenances shall be of the same type and strength as the existing. The type of jointing used in repair and reconstruction shall be reviewed by ENGINEER. Special fittings shall be furnished and installed as necessary for repair, reconstruction, or connection of existing facilities.
All special fittings on or for connection to utilities shall be specifically built for the type of gasket used.
Special fittings shall have joints of the same type as the utility to which the connection is being made.
When sanitary sewer construction is within 50 feet of a potable well, 200 feet of a municipal well, or as requested by ENGINEER, a water main equivalent pipe shall be used. To transition from water main equivalent pipe to pipe normally supplied, a transition pipe with suitable joints to mate the two different pipes shall be supplied. No field-constructed transitions will be allowed unless reviewed by ENGINEER and approved by OWNER. Construction shall not proceed until proper transition pipe is supplied.
The type of valves to be used in the Project shall be as specified in the STANDARD APPLICATIONS table in the SPECIAL PROVISIONS or as shown on the Drawings.
Solid wedge and double disk gate valves and resilient wedge gate valves shall conform to AWWA C500 and C509, respectively. Double disk valves shall not be used for wastewater applications. Valves shall close clockwise.
Valve stem seals shall be O-rings. The compound shall be of Buna N or NBR rubber and have a durometer hardness of 70
° when tested in accordance with ASTM D2240.
Markings shall be cast on the bonnet or body of each valve and shall show the manufacturer's name or mark, the year and location valve casting was made, the size of the valve, and the designation of working water pressure.
Valves on water distribution systems and force main shall be suitable for direct burial, be provided with nonrising stems, and be equipped with a standard 2-inch-square operating nut with cast-on directional arrow.
Valves in structures as shown on the Drawings or as specified in the SPECIAL PROVISIONS shall be provided with nonrising stems and handwheels.
Butterfly valves shall conform to AWWA C504.
Valves shall be Class 150B with ductile iron valve body.
Shaft seals shall be the self-adjusting split-V type or standard O-ring seals.
Valves shall be suitable for direct burial-type installation on water distribution mains. Valves shall close in a clockwise direction.
All valves 30 inches and larger shall be furnished with a seat, adjustable, removable, and replaceable from the interior of the pipeline. The seat shall be removable and replaceable without removing the body from the pipeline.
Valves shall be furnished with a standard AWWA 2-inch-square nut for manual wrench operation which shall be positively secured to the operator input shaft (in conformance with AWWA C500).
A self-draining, self-aligning base 4 3/4-inch- to 5-inch-diameter concentric with the input shaft shall be provided to accept a circular valve box base.
The operator shall be self-locking with a permanent factory set stop at each end of its travel. The disc shall not creep or flutter under service conditions. The valve shall seat closed at an angle of 90
° from full open.
The operator shall be designed for the output torque according to AWWA C504. Maximum input torque required to develop the rated output torque shall not exceed 150-foot pounds for any size valve.
The operator case shall be completely watertight, sealed by means of approved gaskets, gasket compounds, O-rings, or threaded plugs. Operators shall be filled with a suitable oil lubricant or thoroughly coated with an approved grease at the factory. If the operator lubricant is oil, suitable fill and drain plugs shall be provided.
On valves 3 through 16 inches, the standard AWWA coatings in accordance with C504 shall be applied. On valves 20 through 60 inches, the standard AWWA coatings in accordance with C504 are acceptable for all but the final exterior coat, which shall be applied after complete assembly. The final exterior coat shall be applied to all exposed ferrous elements, except for stainless steel. Final exterior coating shall be not less than 10 mils thick and shall be Koppers 50 or 505.
Plug valves shall be DeZurik Series PEC, ValMatic, or equal.
Valves shall be of the nonlubricated eccentric type with resilient faced plugs and end connections as shown on the Drawings or as needed to mate with main. Plugs and upper and lower shafts shall be cast in one piece. The plug profile shall be of a cylindrical eccentric shape so that the vertical face of the plug is straight and the horizontal face is eccentrically curved in relation to the plug shafts.
Segmented ball valves with spherical plugs shall not be acceptable. Port areas shall be at least 80% of full pipe area. Valve bodies shall be of ASTM A126, Class B cast iron. Resilient plug facings shall be of chloroprene, suitable for use with wastewater.
Valves shall be furnished with corrosion-resistant seats and replaceable oil-impregnated permanently lubricated stainless steel sleeve-type bearings, which comply with the latest edition of
AWWA Standards C507 and C504. Valves shall be furnished with a 1/8-inch machined smooth welded overlay seat of not less than 90% nickel. Seat area shall be raised surface completely covered with weld to ensure that the plug face contacts only nickel. Screwed-in seats are not acceptable. Valve shaft seals shall be of the type utilizing a stuffing box and pulldown packing gland. Shaft seals shall be designed for replacement with the line pressurized at design pressure with the plug in both the open and closed position. Standard Alemite No. 1610-BL grease fittings shall be installed in the upper and lower journals of the plug valves.
The design of the valve and stuffing box assembly shall be such that the packing can be adjusted or completely replaced without disturbing any part of the valve or operator assembly except the packing gland follower. Stuffing boxes shall have a depth sufficient to accept at least four rings of v-type packing. Valve seating adjustment shall be accomplished without removing the valve from the pipe line and with pressure in the line.
Valve pressure ratings shall be 175 psi for valves through 12 inch and 150 psi for valves in sizes
14 inch through 24 inch. Valves shall provide drip-tight shutoff up to the full pressure rating in both seating and unseating head conditions. Valves and all accessories shall be suitable for buried and submerged water service.
All underground valves shall be equipped with cast iron telescopic adjustable valve boxes and covers.
Provide 4- and 6-inch valves with valve key and stainless steel extended stems.
Plug valves 8 inches and larger shall be mounted in the horizontal, and when open, valve plugs shall be at top of valve out of flow stream. Plug valves installed in the horizontal shall have worm gear actuators.
Provide same full pressure rating for gearbox as for valve. All gearing shall be enclosed in a cast iron housing of same quality as plug valve and be suitable for running in a lubricant with seals provided on all shafts to prevent entry of dirt and water into the actuator. The actuator shaft and the quadrant shall be supported on permanently lubricated bronze bearings. Actuators shall indicate valve position. Buried and submerged actuators shall be suitable for direct burial or submergence and shall be mounted on a gasketed and totally enclosed actuator mounting bracket and shall have a totally enclosed and gasketed cover. Actuator shall be filled with grease. Provide OWNER with number of revolutions to open and close valves.
Extension stems shall be provided. Extension stems for submerged gear-operated valves shall be fabricated from stainless steel rod. Stems shall be provided with 2-inch operating nut.
Buried or submerged valves shall be fusion-bonded epoxy-coated.
Valves shall be equipped with open/close rotation indicator at top of extended stem. All valves shall open when the operating shaft is rotated counterclockwise.
Provide warranty on valves and valve components, 30 months from date of shipment or 24 months from date of installation, whichever is earlier.
See SPECIAL PROVISIONS for any additional valve requirements.
Swing Check Valves: Swing check valves in lines carrying liquid shall be M&H Style 259, Pratt,
DeZurik, American, Dresser, (lever and weight) for sizes 2 inch to 30 inch, or equal, conforming to
AWWA C508, minimum 150 psi, iron body with disk to be bronze trimmed and neoprene rubber faced.
Additional weights shall be used if necessary to stop slamming.
Air Cushion Swing Check Valves: Air cushion swing check valves in lines carrying liquid shall be
GA Industries 250D, or equal. The swing check valves shall be constructed with a heavy cast iron or cast steel body, a bronze or stainless steel seat ring, an extra heavy noncorrosive shaft for attachment of lever and necessary weights to close valve, and a complete noncorrosive air cushion chamber. The valve shall be tight seating and shockless in operation. The seal ring shall be renewable and shall be securely held in place by a threaded joint. The air cushion chamber shall be attached to the side of the valve body externally and so constructed with a piston operating in a chamber that will effectively permit the valve to be operated without any hammering action. Shock absorption shall be by air, and the chamber shall be so arranged that the closing speed can be adjusted to meet the service requirements.
The valve disk shall be of cast iron or cast steel and shall be suspended from a noncorrosive shaft that shall pass through a stuffing box to be connected to the chamber on the outside of the valve.
1.3.5 GRINDER PUMP PRESSURE SEWER SHUTOFF VALVES
All shutoff valves in valve and air release manholes for low pressure grinder pump sewers shall be PVC ball valves, ASAH1, True Union, 150 psi, Plastic Systems, Cartridge Type 342, or equal.
Ball valves shall be 1120 PVC body, union nuts, stem, handle, and end connectors. Balls shall be made of either CPVC or PVC. Valves shall be equipped with replaceable Teflon seats and EPDM O-ring seals. Ball valves shall be compatible with pipe and fittings as specified herein.
1.3.6 CORPORATION STOPS, CURB STOPS, AND TAPPING SADDLES
Corporation stops and curb stops from 1/2 inch to 2 inch shall be brass and shall be manufactured in accordance with AWWA
, manufacturer shall be Mueller, Ford, or equal.
With PVC main, tapping saddles shall be provided for all corporation stops. Tapping saddles shall be
Mueller, Ford, or equal, brass, 150 psi working pressure with stainless steel bands, nuts, and bolts
Fire hydrants provided under these Specifications shall conform to AWWA C502 for Dry-Barrel Fire
Hydrants. Hydrants shall have the following features:
Bury Length Approximately 7-1/2 feet to traffic flange.
One 4 1/2-inch and two 2 1/2-inch diameter openings.
National standard fire hose coupling screw threads.
Drain port at base of hydrant barrel. Plug drain port when hydrant installed in area where ground water level may rise above drain port.
Size of Main Valve Opening
Torque Requirements connection shall be minimum 6 inches diameter mechanical joint.
Hydrant shall comply with AWWA C502 even if greater than 5-foot bury.
Nontoxic and providing proper lubrication for a temperature range of -30
° to +120° Fahrenheit.
Approximately 7-1/2 feet to traffic flange.
One 4 1/2-inch and two 2 1/2-inch diameter openings.
Hydrants shall have permanent markings identifying the manufacturer by name, initials, insignia, or abbreviations in common usage, and designating the size of the main valve opening and the year of manufacture. Markings shall be so placed as to be readily discernible and legible after hydrants have been installed.
CONTRACTOR shall furnish certification to ENGINEER that the hydrant and all material used in its construction conform to the applicable requirements of AWWA C502 and the supplementary requirements thereto.
All joints on the fire hydrant leads shall be made using MEGALUG
or Uni-flange pipe restraint specified herein, or other approved restrained joint. Approximately one-half cubic yard of clear stone shall be placed from the bottom of the trench around the hydrant elbow and up the hydrant barrel. Clear stone shall be wrapped completely in filter fabric to prevent the in-migration of fine materials.
Hydrants shall be provided with reaction backing.
CONTRACTOR shall furnish all necessary fittings in the fire hydrant lead to install the fire hydrant in a plumb condition at locations shown on the Drawings and at the specified depth of bury. The pumper nozzle of all fire hydrants shall be installed with the nozzle pointing toward the street. ENGINEER reserves the right to alter the location of fire hydrants from that shown on the Drawings.
A valve box shall be provided for fire hydrant auxiliary valves and for valves in the main. The valve box shall be centered and plumb over the wrench nut of the valve with the box cover flush with the finished ground elevation. Solid 4-inch concrete blocks shall be placed under the base of valve boxes so that the bottom of the base is about 2 inches away from contact with the valve bonnet. The valve box shall not transmit shock or stress to the valve.
Valve boxes shall be made of cast iron conforming to ASTM A48, Class 20. The castings shall be free from blowholes, porosity, hard spots, shrinkage defects or cracks, or other injurious defects and shall have a normal smooth casting finish. The castings shall be thoroughly coated with a 1-mil minimum thickness bituminous coating. Valve boxes shall be 5-1/4 inches in diameter. Valve boxes shall have a maximum length of 7 feet when extended without extension sections. Extensions shall be provided for deeper mains.
Valve boxes shall consist of a base section, tubular mid and top sections, both with cast threads by which one can be telescoped on the other, extension sections if required, and a circular drop cover.
Curb boxes shall be of the Arch or Minneapolis Pattern, Ford, Mueller, or equal made with cast iron conforming to ASTM A48, Class 20. The castings shall be free from blowholes, porosity, hard spots, shrinkage defects or cracks, or other injurious defects and shall have a normal smooth casting finish.
The pentagon head bolt shall be brass.
The castings shall be thoroughly coated with a 1-mil thickness bituminous coating.
A 2 1/2-inch-diameter box shall be provided for 3/4-inch and 1-inch service stops.
A 3-inch-diameter box with the enlarged base shall be provided for 1-1/4, 1-1/2, and 2-inch service stops.
All curb boxes shall have a maximum length of 7 feet when extended without the use of extension section. Extensions shall be provided for deeper mains.
1.3.10 MISCELLANEOUS VALVES
Shutoff valves in pipe taps and potable and nonpotable water lines smaller than 1 inch shall be
Milwaukee 1131T (threaded), Milwaukee 1169 (solder joint), Nibco T-134 (threaded), Nibco S-134
(solder joint), or equal bronze 300 psi gate valves. Provide unions for ease of valve removal
Shutoff valves in pipe taps and potable and nonpotable lines, pump vent, and drain lines 1 inch through
2 1/2-inch shall be gate valves, 150 psi, bronze or iron body bronze mounted, solid wedge disk, threaded, rising stem Nibco T-131, Milwaukee 1150, or equal. Provide unions for ease of valve removal.
1.4 PRECAST REINFORCED CONCRETE MANHOLES
Unless otherwise required in the SPECIAL PROVISIONS, all manhole sections including risers, flat slab tops, conical tops, base sections, steps, and adjusting rings shall be precast reinforced concrete.
Reinforced concrete manhole sections shall conform to ASTM C478. Manhole construction shall conform to Drawing 01-975-43A.
Lengths of manhole riser (barrel) shall be furnished in such combinations as to conveniently make up the depth of the manhole. A maximum of two handling holes per length of riser will be permitted.
Standard sewer and water manholes shall be constructed with eccentric cone top section and water main valve manholes shall be constructed with a concentric cone top section for 48-inch-diameter barrel sections. For other diameters the top section shall be a cone section, if available, or flat slab.
Concrete adjusting rings shall be furnished to set the manhole casting to established grade. Valves and cleanout piping connections shall be centered below the casting.
Drop entrances to sanitary sewer manholes shall be installed where indicated on the Drawings and as shown on Drawing 01-975-43A. Drop entrances shall be of the same diameter as the sewer main from sizes 8 inch through 18 inch. For larger diameters, the drop shall be 18 inches unless otherwise specified in the SPECIAL PROVISIONS or shown on the Drawings. Drop entrances for storm sewer manholes are not required.
The interior bottom of sanitary sewer and storm sewer manholes shall be constructed of concrete benches which shall be precast or poured-in-place in the field. Benches shall extend to the top of each pipe to a maximum height of 42 inches. Flow lines shall be made smooth with uniform curves to promote flow through the manhole.
All joints between manhole pipe sections and top shall be tongue and grove conforming to ASTM C443.
Manhole joints shall be sealed with circular O-ring conforming to ASTM C443 or bituminous jointing material equal to EZ-Stick, Kent Seal, Ram-Nek, or Mas-Stik butyl rubber gasket, or butyl rubber rope.
Manhole connections for sanitary sewer mains shall be made using flexible, watertight connections,
PSX Press Seal, Kor-N-Seal, or equal, for sewers up through 18-inch-diameter. All other sanitary sewer manhole connections shall be made with A-Lok, PSX Press Seal, Kor-N-Seal, or equal. Manhole connections for all other piping shall be made with A-Lok, PSX Press Seal, Kor-N-Seal, or concrete grout.
Manhole bottoms for sanitary sewer shall be monolithically precast with the bottom section for manholes up through 6-foot-diameter. Bottoms for larger diameter manholes shall be precast but need not be monolithically cast with the bottom section. All other manhole bottoms shall be either poured-in-place or precast concrete.
Manhole bottoms for air release manholes, force main cleanout manholes and water system valve manholes shall have an 18-inch-diameter sump hole. Sump hole shall have a solid concrete bottom where groundwater is above the bottom of the manhole.
Manholes shall be furnished of minimum diameters as shown on Drawing 01-975-43A. Manholes shall be furnished large enough to provide a minimum distance, between adjacent pipe, measured tangentially along the inside face of the manhole, equal to one-half the outside diameter of the
intersecting sewer pipe. In any event, manholes shall be furnished in the diameter necessary to accommodate intersecting sewer pipe and the pipe to manhole connection as proposed for use.
Steps shall be installed in all sewer manholes by the manufacturer as shown on Drawing 01-975-43A and shall be cast iron conforming to ASTM A48, Class 30B or steel reinforced plastic conforming to
ASTM A615, Grade 60 and ASTM D4101, Type II, Grade 49108 as shown on the Drawings. Manhole steps shall be spaced at 16 inch on center with an allowable tolerance of 1 inch plus or minus. Steps shall be embedded into the riser or conical top section wall a minimum of 3 inches.
Precast reinforced concrete manhole risers and tops shall be tested in accordance with ASTM C497.
Precast reinforced concrete manhole risers and tops meeting the strength requirements will be considered acceptable and shall be stamped with an appropriate monogram. When requested, copies of test reports shall be submitted to ENGINEER before the manhole sections are installed in the
Project. Final acceptance will be made after field inspection upon delivery to the job site.
Precast reinforced concrete manhole sections shall be subject to rejection for failure to conform to any of the Specification requirements. In addition, individual sections of manhole risers and tops may be rejected because of any of the following reasons: a. Fracture or cracks passing through the wall, except for a single end crack that does not exceed the depth of the joint. b. Defects that indicate imperfect proportioning, mixing, and molding. c. Surface defects indicating honey-combed or open texture. d. Damaged ends, where such damage would prevent making a satisfactory joint. e. Manhole steps out of line, or not properly spaced. f. Noticeable infiltration into manhole. g. Variation in diameter of the manhole section of more than 1 percent from the nominal diameter. h. Any continuous crack having a surface width of 0.01 inch or more and extending for a length of
12 inches or more regardless of position in the section wall.
Each precast reinforced concrete manhole riser and top section shall be clearly marked with the name or trademark of the manufacturer and the date of manufacture. This marking shall be indented into the manhole section or shall be painted thereon with waterproof paint.
Precast concrete adjusting rings for standard manholes shall have an inside diameter of 26 inches, be not less than 2 inches nor more than 6 inches high, and shall have a wall thickness of 6 inches unless otherwise specified. The rings shall contain a minimum of one No. 2 reinforcing rod centered within the ring.
1.5 STORM SEWER INLETS
All inlets shall meet the requirements of ASTM C913. Construction shall conform to
Drawing 01-975-41A. Inlets, in general, shall be rectangular in shape and shall be constructed of precast or poured-in-place concrete.
Concrete block shall meet the requirements of ASTM C139.
The face size of stretcher units shall be 7-5/8 inches by 15-5/8 inches. Variations in the face size shall be within the limits permitted by the above standards. Special shapes and sizes shall be furnished and installed as necessary.
Sewer brick shall conform to ASTM C32. All sewer brick shall be grade SS and manhole brick shall be grade MS. Sewer brick shall be installed as shown on the Drawings furnished by ENGINEER and as required in the construction of sewer appurtenances.
1.7 MANHOLE AND INLET CASTINGS
All manhole and inlet castings shall be gray iron and meet the requirements of ASTM A48. Unless otherwise shown on the Drawings or specified in the SPECIAL PROVISIONS, standard manhole castings shall be Neenah R1550 with machined frame, Type B solid lid, concealed pick holes and self sealing gaskets, East Jordan Iron Works, or equal. Floodproof castings shall be Neenah R1916 C with machined frame, type B solid lid, concealed pick holes and self-sealing gaskets, East Jordan Iron
Works, or equal.
Inlet castings for locations with curb and gutter shall be Neenah R3067 with type L grates on slopes and type R grates at low points, East Jordan Iron Works, or equal. For driveway areas, inlet castings shall be Neenah R3290 with Type A grates, East Jordan Iron Works, or equal.
Where required by the SPECIAL PROVISIONS or shown on the Drawings, CONTRACTOR shall provide internal manhole frame chimney seal. The seal shall be made of a rubber type product, with a minimum thickness of 3/16 inches, a minimum unstretched width of 8 inches and be extruded or molded from a high grade rubber compound conforming to the applicable requirements of ASTM C923.
The bands used for compressing the sleeve against the manhole shall be fabricated from stainless steel conforming to ASTM A240, Type 304, for sheet and ASTM A479, Type 304, for rods. Any screws, bolts, or nuts used on these bands shall be stainless steel conforming to ASTM F593 and F594,
Type 304. The internal seal or its appurtenances shall not extend far enough into the manhole opening to restrict entry into or exit from the manhole.
Manhole frame-chimney seals shall be designed to prevent the leakage of water into the manhole at the area of the joint between the manhole frame and chimney continuously throughout a 20-year design life. The seal shall remain flexible, allowing repeated vertical movements of the frame because of frost lift, ground movement, or other causes of up to 2 inches and/or repeated horizontal movements of the frame because of thermal movement of the pavement or other causes of up to 1/2 inch, both rates of movement occurring at rates not less than 0.10 inch per minute. If the seal is an internal seal, it and its appurtenances shall not extend far enough into the manhole opening to restrict entry or exit from the manhole.
The seal shall be made of only materials that have been successfully used in sanitary sewer construction for at least ten years and have proven to be resistant to sanitary sewerage; corrosion or rotting under wet or dry conditions; the gaseous environment in sanitary sewers and at road surfaces including common levels of ozone, carbon monoxide and other trace gases at the sites of installations; the biological environment in soils and sanitary sewers; chemical attacks by road salts, road oil and common street spillages or solvents used in street construction or maintenance; the temperature ranges, variations and gradients in and between manhole frames and chimneys in the climate of the location of construction; variations in moisture conditions and humidity; fatigue failure caused by a minimum of 30 freeze-thaw cycles per year; or vibrations because of traffic loadings; fatigue failure
because of repeated variations of tensile, compressive and shear stresses and repeated elongation and compression; and any combination of the foregoing. The materials used shall be compatible with each other and the manhole materials.
All mortar used shall meet the requirements of ASTM C270. Mortar shall be one part Portland cement and 2-1/4 parts washed mortar sand.
1.10 AGGREGATE SLURRY (FLOWABLE) BACKFILL
Aggregate slurry (flowable) backfill shall consist of fine and coarse aggregate conforming to ASTM C33.
Coarse aggregate shall be size number 67 and fine aggregate shall be size number 4. The material shall be mixed with water to provide an approximate 3-inch slump. The mix shall be deposited in the trench from ready mix concrete transit mix trucks and shall be consolidated using concrete vibrators or vibratory plate compactors.
1.11 EROSION CONTROL PRODUCTS
Erosion control products shall be listed in the Erosion Control Product Acceptability List for Multi-Modal
(PAL) of the Wisconsin Department of Transportation. CONTRACTORS may obtain copies of the PAL and PAL qualification procedures from the WISDOT Bureau of Highway
1.11.1 EROSION MATS
Erosion mat products shall be selected from the PAL in conformance with criteria specified in
Conservation Practice Standard 1052 (Non-channel Erosion Mat) and 1053 (Channel Erosion Mat).
Unless designated on the Drawings or specified in the SPECIAL PROVISIONS, CONTRACTOR may furnish any prequalified erosion mat product of the class and type listed in the PAL.
A 300 mm by 300 mm sample of a product proposed for erosion mat may be required to verify that it is prequalified. When a sample is required, it shall be accompanied by the manufacturer’s literature for the proposed product.
1.11.2 SILT FENCE
Silt fence shall conform to Conservation Practice Standard 1056–Silt Fence. Silt fence shall conform to
Table 2 of Conservation Practice Standard 1056.
Furnish wrapping on each roll of fabric to protect the fabric from ultraviolet radiation and from abrasion during shipping and handling. Keep geotextile dry until installed.
1.11.3 SOIL STABILIZER
Soil stabilizer shall be Type A or Type B. Type A is either a cementitious soil binder added to wood cellulose fiber mulch or a bonded fiber matrix. Type B is a water soluble anionic polyacrylamide meeting requirements specified in Conservation Practice Standard 1050–Land Application of Anionic
Polyacrylamide. CONTRACTOR shall provide soil stabilizer products from the PAL.
1.11.4 INLET PROTECTION
Inlet protection shall conform to Conservation Practice Standard 1060– Storm Drain Inlet Protection for
Construction Sites. Manufactured bags shall conform to Table 1 of Conservation Practice Standard
1.11.5 STONE TRACKING PADS AND TIRE WASHING STATION
Stone tracking pads and tire washing stations shall conform to Conservation Practice Standard 1057–
Stone Tracking Pad and Tire Washing.
1.11.6 DITCH CHECKS
Ditch checks shall conform to Conservation Practice Standard 1062- Ditch Check (Channel).
Mulching for construction sites shall conform to Conservation Standard Practice 1058- Mulching for
1.11.8 VEGETATIVE BUFFER FOR CONSTRUCTION SITES
Vegetative buffer shall conform to Conservation Standard Practice 1054–Vegetative Buffer for
1.11.9 TEMPORARY SEEDING
Temporary seeding for construction site erosion control shall conform to Conservation Standard
Practice 1059–Seeding for Construction Site Erosion Control.
Where shown on the Drawings or requested by ENGINEER in the field, CONTRACTOR shall install clay bedding dikes to prevent groundwater from flowing continuously through the bedding material installed for the sanitary sewer. Bedding dikes shall be 4-feet long and shall extend from the bottom of the trench excavation to within 2 feet of the ground surface and 1 foot beyond the normal trench width on both sides of the trench.
1.13 SPECIAL MATERIALS AND EQUIPMENT
See SPECIAL PROVISIONS for items of material and equipment specific to the Project.
SECTION 2–ALIGNMENT AND GRADE
Utility lines shall be laid and installed to the lines and grades specified with valves, fittings, manholes, and other appurtenances at the specified locations; spigots centered in bells; and all manholes and riser pipes plumb.
Water main and force main shall maintain a minimum of 6-1/2 feet of cover. Gravity sewer mains and laterals shall maintain a minimum 6-1/2 feet of cover but shall be deep enough to provide service to buildings.
Water main, force main, and other pressure mains shall be installed to within plus or minus 0.1 feet of designed grades. Sanitary and storm sewer and laterals shall be installed to within plus or minus 0.03 feet of designed grades.
Unless otherwise noted in the SPECIAL PROVISIONS or on the Drawings, service lines shown on the
Drawings are approximate. ENGINEER will assist CONTRACTOR in staking the actual locations in the field.
Staking shall be completed in conformance with Division 1 of the Specifications.
2.2 DEVIATIONS OCCASIONED BY UNDERGROUND FACILITIES
Wherever significant obstructions not shown on the Drawings are encountered during the progress of the Work, CONTRACTOR shall proceed in accordance with the General Conditions to notify owners and protect the facilities. Existing items unnecessarily damaged during the performance of the Work shall be repaired and replaced at the expense of CONTRACTOR.
2.3 CAUTION IN EXCAVATION
CONTRACTOR shall proceed with caution in the excavation and preparation of the trench so that the exact location of underground structures may be determined and shall be held responsible for the repair of such structures when broken or otherwise damaged because of carelessness on its part.
Whenever, in the opinion of ENGINEER, it is necessary to explore and excavate to determine the location of existing underground facilities, CONTRACTOR shall make explorations and excavations for such purposes. If CONTRACTOR is asked to perform additional Work in making the explorations and excavations, extra compensation will be allowed as specified in the General Conditions.
SECTION 3–EXCAVATION AND PREPARATION OF TRENCH
The trench shall be dug so that the utilities can be laid to the alignment and depth specified. Unless otherwise allowed by ENGINEER, trenches shall not be excavated more than 100 feet in advance of pipe laying. Earth excavation shall include all excavation except rock as hereinafter defined. Included in earth excavation shall be removal of street paving of all types, existing structures, existing improvements and trees smaller than 4 inches in diameter measured 4 feet above the ground, all as necessary to complete the pipe installation.
3.2 EXCAVATION TO GRADE
The trench shall be finished to the depth necessary to provide a uniform and continuous bearing and support for the pipe on the bedding material provided at every point between bell holes. Any part of the bottom of trench excavated below the specified grade shall be corrected with bedding material, thoroughly compacted in place. The bedding shall be shaped and finished with hand tools to fit the bottom quadrant to the pipe.
If, in the opinion of ENGINEER, unstable soil conditions are encountered at subgrade, CONTRACTOR shall replace the unstable soil with special bedding. CONTRACTOR shall be allowed extra compensation for the special bedding, unless the unstable soil conditions are caused by
CONTRACTOR's failure to adequately dewater the trench, in which case CONTRACTOR shall bear the entire cost.
All excavated material shall be piled in a manner that will not endanger the Work. Stockpiles not for immediate backfilling shall have silt fences placed around their perimeter for erosion control. The Work shall be conducted in such a manner that pedestrian and motor traffic is not unnecessarily disrupted.
Fire hydrants, valve boxes and manholes shall be left unobstructed. Gutters shall be kept clear or other satisfactory provisions made for street drainage, and natural water courses shall not be obstructed.
Excavated material designated by ENGINEER as being undesirable for backfilling shall be immediately removed as excavation progresses. Points of disposal are subject to approval of OWNER. All undesirable and surplus material disposed of must be leveled off and graded to rough elevations as determined by OWNER.
CONTRACTOR shall remove bituminous pavement and road surface as a part of the trench excavation. The width of pavement removed shall be the minimum possible, and acceptable, for convenient and safe installation of utilities and appurtenances.
All bituminous pavement shall be cut on neat, straight lines and shall not be damaged beyond the limits of the trench.
Where it is necessary to trench through concrete pavement, a strip shall be sawed and removed in such a manner as not to disturb the remainder of the pavement. Paving and undermining of existing concrete pavement shall be prevented by CONTRACTOR. If CONTRACTOR unnecessarily removes or damages pavement or surfaces beyond limits acceptable to ENGINEER, such pavement and surfaces shall be replaced or repaired at the expense of CONTRACTOR.
CONTRACTOR shall, at its own expense, keep the excavation clear of water while structures and appurtenances are being built, utilities are being installed, and fill and backfill is being compacted.
CONTRACTOR shall at all times have on hand sufficient pumping equipment and machinery in good working condition for all ordinary emergencies, including power outages, and shall have available at all times competent workers for the operation of the pumping equipment. The dewatering systems shall not be shut down between shifts, on holidays or weekends, or during Work stoppages.
All dewatering shall be done in accordance with applicable federal, state, and local code requirements.
Under no conditions shall the Work be laid in or under water. No water shall flow over the Work until the joints are complete or the concrete has set. Wherever necessary, CONTRACTOR shall excavate in advance of the completed Work, lead the water into sumps or pump wells, and provide erosion control measures to prevent water or sediment damage.
The expense for making all extra excavations necessary to prevent water from interfering with the proper construction of the Work and for forming of all dams, digging sumps or pump wells, bailing and pumping, and erosion control shall be borne by CONTRACTOR. Any permits necessary for the dewatering operations shall be obtained and paid for by CONTRACTOR. No extra payment will be made for dewatering of the trench whether accomplished by the use of sumps and pumps, well point systems, or deep wells.
CONTRACTOR's dewatering system shall ensure that soils within the trench will not be destabilized by hydrostatic uplift pressures from adjacent groundwater. If conditions warrant, CONTRACTOR shall furnish and install well point systems or deep wells. Spacing and depth of well points or wells shall be adequate to lower the piezometric level to at least 2 feet below the bottom of the excavation. Additional lowering shall be provided as necessary to create a stable subgrade. The control of groundwater shall be such that softening or heaving of the bottom of excavations or formation of quick conditions or boils shall be prevented. Dewatering systems shall be designed and operated to prevent the migration or
removal of soils. In areas where rock is encountered, the water level shall be kept at or below top of rock but at least 6 inches below bottom of concrete. Additional rock shall be removed as needed to provide clearances.
CONTRACTOR shall take all necessary precautions during the dewatering operation to protect adjacent structures against subsidence, flooding, or other damage. The dewatering system shall be installed and operated so that the groundwater level outside the excavation is not reduced to the extent that would damage or endanger adjacent structures or property. Any such facilities and structures damaged shall be repaired or replaced to the satisfaction of their owner.
Prior to dewatering, CONTRACTOR shall take into account the effect of its proposed dewatering operation on existing private water supply systems and shall make arrangements with property owners for protecting their supplies or providing alternative supply. If CONTRACTOR’s dewatering operation adversely affects private water supply systems, CONTRACTOR shall provide property owners with alternative potable and nonpotable supplies until dewatering operations are ceased and groundwater levels return to normal. If the water in private water supply wells is contaminated through no fault of
CONTRACTOR after restoration of original groundwater levels, OWNER will provide measures to restore water potability. CONTRACTOR is responsible for restoration of the water supply, not its potability after restoration.
In areas where continuous operation of dewatering pumps is necessary, CONTRACTOR shall avoid noise disturbance to nearby residences and businesses to the greatest extent possible by using electric driven pumps, intake and exhaust silencers, or housing to minimize noise.
The release of groundwater to its static level shall be performed in such a manner as to maintain the undisturbed state of the natural foundation soils, prevent disturbance of compacted fill or backfill, and prevent floatation or movement of all structures and pipelines.
CONTRACTOR shall be responsible for determining and providing the minimum width necessary to provide a safe trench in accordance with current OSHA standards and all other applicable standards.
The top width of trench excavation shall be kept as narrow as is reasonably possible and acceptable to minimize pavement damage. Pay items related to maximum trench widths shall not limit
CONTRACTOR's responsibility to provide safe trench conditions.
Width of Trench–Rigid Pipe: The width of trench below the outside top of the pipe shall be as shown in the following table for the sizes listed. A minimum clearance of 8 inches between the outside of the pipe barrel and the trench wall at the pipe spring line shall be maintained to allow for bedding and haunching. If sheeting is used and is going to remain in place, the trench width shall be measured as the clear distance between inside faces of the sheeting. Otherwise, the trench width shall be based on the width between stable trench walls after sheeting is removed.
MAXIMUM WIDTH OF TRENCH BELOW TOP OF PIPE
Nominal Pipe Diameter
18 and larger SEE
Where the width of trench below the outside top of the pipe barrel cannot be otherwise maintained within the limits shown above, CONTRACTOR, at its own expense, shall furnish an adequate pipe installation for the actual trench width which will meet design conditions. This may be accomplished by furnishing higher class bedding, a stronger pipe, concrete cradle, cap or envelope or by driving sheeting prior to excavation to subgrade. Removal of sheeting below the top of the pipe, if allowed by
ENGINEER, shall be gradual during backfilling.
If the maximum trench width is exceeded for any reason other than by request of ENGINEER, the concrete cradle, cap, sheeting, bedding or the stronger pipe shall be placed by CONTRACTOR at its own expense. Where the maximum trench width is exceeded at the written request of ENGINEER, the concrete cradle, cap, sheeting, bedding or stronger pipe will be paid for on the basis of the price bid.
Width of Trench–Thermoplastic and Ductile Iron Pipe: The trench width for flexible pipe shall be minimum three times the pipe outside diameter or the maximum trench width specified for rigid pipe, whichever is greater. A minimum clearance of 8 inches between the outside of the pipe barrel and the trench wall at the pipe spring line shall be maintained to allow for bedding and haunching.
Rock excavation for utilities shall include all hard, solid rock ledges, bedded deposits and unstratified masses and all conglomerate deposits or any other material so firmly cemented that in the opinion of
ENGINEER it is not practical to excavate and remove same with a 225-net flywheel horsepower trench backhoe or equal, except after continuous drilling and blasting. Soft or disintegrated rock which can be removed with a pick, loose, shaken or previously broken rock, or rock which may fall into the excavation from outside the limits of excavation will not be classified as rock excavation. Rock excavation shall also include all rock boulders necessary to be removed having a volume of 2 cubic yards or more.
When rock is encountered, it shall be stripped of earth and ENGINEER or OWNER's representative notified and given proper time to evaluate same before removal. Any rock removed which has not been measured by ENGINEER or OWNER's representative will not be classified as rock excavation.
The depth of trench in rock shall be 6 inches below the lowest outside bottom of the pipe.
All rock excavated from the trench shall be classified as undesirable backfill material and shall be disposed of as specified in the Excavation to Grade section. All trenches in rock shall be backfilled with bedding, cover, and backfill material furnished by CONTRACTOR.
Blasting for rock excavation will be permitted only after securing the written approval of OWNER and only after proper precautions are taken for the protection of persons or property. The hours of blasting will be fixed by OWNER. Any damage caused by blasting shall be repaired by CONTRACTOR at its expense. CONTRACTOR's method and procedure of blasting shall conform to state laws and municipal ordinances.
CONTRACTOR shall provide a copy of Blaster License as required by the licensing agencies to
OWNER prior to commencement of blasting.
Where the bottom of the trench at subgrade is found to be unstable or unsuitable material, which in the opinion of ENGINEER should be removed, CONTRACTOR shall excavate and remove such unstable or unsuitable material to the normal trench width and to a depth of 2 feet. The excavated area shall be
lined with filter fabric, Mirafi 140 N, Supac, or equal, and backfilled with bedding material in layers. At subgrade the filter fabric shall be wrapped over the special bedding with an 18-inch overlap. Normal bedding shall then be placed over the special bedding to support the piping. See Dewatering section for additional conditions.
If, in the opinion of ENGINEER, soil conditions require it, concrete cradle or encasement shall be placed around the pipe as shown on Drawing 01-975-43A. Excavation shall be carried below the normal grade line to a depth requested by ENGINEER and concrete cradle or encasement placed.
Before the concrete is placed, the pipe shall be laid to line and grade, blocked and braced, and the joint made. The cradle shall then be placed, taking care not to disturb the pipe. Concrete shall have a minimum 28-day compressive strength of 4,000 psi. Concrete cradle shall not be used for thermoplastic piping. See Trench Width section for additional conditions.
3.9 BRACED AND SHEETED TRENCHES
Open-cut trenches shall be sheeted and braced as required by any governing federal regulations including OSHA, state laws, and municipal ordinances; and as may be necessary to protect life, property, improvements or the Work. Underground or aboveground improvements to be left in place shall be protected and, if damaged, shall be repaired or replaced at the expense of CONTRACTOR.
Sheeting and bracing which is to be left in place must be removed for a distance of 4 feet below the present or proposed final grade of the street, road, or land, whichever is lower. Trench bracing, except that which shall be left in place, may be removed after backfilling has been completed or has been brought up to such an elevation as to permit its safe removal.
3.10 TUNNELING, BORING, JACKING, OR BORING AND JACKING
Where shown on the Drawings or specified in the SPECIAL PROVISIONS, the sewer, water main or force main (carrier pipe) shall be placed inside a casing pipe that is installed by tunneling, boring, jacking, or boring and jacking or other approved methods not using open-cut construction techniques.
Installation shall be accomplished in accordance with State Laws, municipal ordinances, and any permit requirements. Casing pipe used shall be of adequate diameter and thickness to support all loads imposed and to permit installation of the carrier pipe to plan line and grade. Type and minimum size of casing pipe shall be as called for on the Drawings or as specified. Steel casing pipe joints shall be continuous circumferential welds of strength equal to pipe walls.
Casing pipe shall be installed using equipment and material that cases the hole as earth is removed to eliminate cavities at the lead end of the casing pipe. Grouting between casing pipe and soil opening shall be performed when needed to secure casing pipe, to prevent soil collapse, and to fill voids between the casing pipe and native soil.
Installation of casing and carrier pipe shall proceed in such a manner as to minimize disruption of traffic and to avoid damage to adjacent streets. No equipment shall work off the pavement or shoulder of the street being crossed during the course of construction. Signs, barricades, flagmen and lighting shall be provided to strictly comply with the Traffic Control section of the Standard Specifications as may be modified by any permit requirements. Stricter requirements shall govern in case of differences.
The carrier pipe shall be placed inside the casing pipe using hardwood blocks or stainless steel casing spacers, which are shaped to fit both the casing pipe and carrier pipe. At least three blocks or spacers shall be provided for each length of carrier pipe. They shall be banded or fixed to the barrel of the carrier pipe so they are parallel to the longitudinal centerline. The annular space between the casing pipe and carrier pipe shall be filled with sand or concrete grout. Sand fill shall be thoroughly tamped and rammed in place.
All carrier pipe within the limits of jacking pits shall be installed at CONTRACTOR's expense to resist all loads imposed including, if necessary, the use of special pipe.
Other tunneling methods shall be as specified in the SPECIAL PROVISIONS.
SECTION 4–PIPE AND MANHOLE INSTALLATION
Prior to commencing pipe laying, CONTRACTOR shall notify ENGINEER of the intended date for starting Work. ENGINEER may request at CONTRACTOR's expense the removal and relaying of pipe which was installed prior to notification of ENGINEER.
Proper implements, tools, and facilities shall be provided and used by CONTRACTOR for the safe and convenient prosecution of the Work. All pipe, fittings, and appurtenances shall be carefully lowered into the trench, piece by piece, with a crane, rope or other suitable tools or equipment, in such manner as to prevent damage to materials. Under no circumstance shall pipe be dropped or rolled into the trench.
Materials shall be as shown on the Drawings or as specified herein.
CONTRACTOR shall inspect the pipe, fittings, and appurtenances for defects when delivered to the job site and prior to lowering into the trench. Defective material shall be removed from the job site. All material shall be clean and free of deleterious substances prior to use in the Work.
4.3 BEDDING AND COVER
Immediately prior to placing the pipe, the trench bottom shall be shaped by hand to fit the entire bottom quadrant of the pipe. If pipe is of the bell and spigot type, bell holes shall be provided to prevent the bell from supporting the backfill load. Bell holes shall be large enough to permit proper making of the joint but not larger than necessary to make the joint. All adjustments to line and grade must be done by scraping away or filling in bedding material under the body of the pipe. Any fill used must be bedding material. If necessary to obtain uniform contact of the pipe with the subgrade, a template shall be used to shape the bedding material. All pipe shall be bedded in bedding material at least 4 inches thick.
CONTRACTOR shall perform all necessary excavation and shall furnish all necessary material to provide this bedding.
Bedding material shall be hard and durable and shall be made by crushing sound limestone or dolomite ledge rock, or crushed gravel aggregate. Bedding material shall conform to the requirements of
PERCENTAGE BY WEIGHT PASSING INDICATED SIEVE
No. 4 No. 8 No. 16 No. 30
All rigid sanitary sewer pipe and related appurtenances shall be bedded and covered in accordance with the Class B bedding detail as shown on Drawing 01-975-43A. Bedding material shall conform to
Size No. 8 or No. 9. With pipes greater than 15 inch, Size No. 57 may be used.
Concrete and other rigid pipe used in non-sanitary sewer applications (sanitary sewer applications, if allowed by the SPECIAL PROVISIONS) may be bedded using the Class C bedding detail as shown on
Drawing 01-975-43A. Bedding material shall conform to the above for rigid sanitary sewer pipe.
Ductile and cast iron pipe shall be bedded in accordance with Class C bedding detail as shown on
Drawing 01-975-43A or the Type 3 laying condition of AWWA C600. Bedding material shall conform to
Size No. 57, No. 8, or No. 9. Where ductile iron pipe is polyethylene encased, bedding material shall conform to Size No. 8 or No. 9.
Thermoplastic sanitary sewer pipe and related appurtenances shall be bedded and covered in accordance with the Thermoplastic Pipe Bedding Detail on Drawing 01-975-43A. Bedding material shall conform to Size No. 8 or No. 9. With pipes greater than 15 inch, Size No. 57 may be used.
All other sanitary sewer pipe and related appurtenances shall be bedded and covered in accordance with the Class B bedding detail as shown on Drawing 01-975-43A. Bedding material shall conform to
Size No. 8 or No. 9. With pipes greater than 15 inch, Size No. 57 may be used.
PVC and HDPE water main or force main shall be bedded and covered in accordance with the
Thermoplastic Pipe Bedding Detail on Drawing 01-975-43A. Bedding material shall conform to Size No.
8 or No. 9. With pipes greater than 15 inch, Size No. 57 may be used.
Bedding material for copper water services shall conform to Size No. 9 or No. 10.
No material native to the trench shall be used for bedding material.
CONTRACTOR shall provide ENGINEER with a sieve analysis of the bedding material for review prior to starting construction.
Material which is to be placed from the bedding material to 1 foot above the top of the pipe shall be termed cover material. All trenches shall be backfilled by hand to 1 foot above the top of the pipe with cover material. Cover material shall be deposited in the trench for its full width on each side of the pipe, fittings and appurtenances simultaneously in 6-inch layers and shall be compacted using hand tamping bars and/or mechanical tampers. CONTRACTOR shall use special care in placing cover material to avoid injury to or movement of the pipe. Cover material shall consist of durable granular particles ranging in size from fine to a maximum size of 3/4 inch. Unwashed bank run sand and crushed bank run gravel will be considered generally acceptable cover material. Cover material shall generally conform to the following gradation specifications:
COVER MATERIAL GRADATION
Sieve Size Percentage by Weight Passing
1 inch 100
85 to 100
50 to 80
35 to 65
15 to 30
5 to 15
Native trench materials may be used for cover material if they substantially conform to the above gradation specifications and a suitable credit is extended to OWNER.
All bedding materials may be substituted for cover material when requested by CONTRACTOR except where polyethylene encasement is used. In such case, only those bedding materials specifically noted for polyethylene encasement may be used.
All pipe shall be laid accurately to the line and grade as designated. Preparatory to making pipe joints, all surfaces of the portions of the pipe to be joined or of the factory-made jointing material shall be clean and dry. Lubricants, primers, adhesives, and other joint material shall be used and installed as recommended by the pipe or joint manufacturer's specifications. The jointing materials or factory fabricated joints shall then be placed, fitted, joined, and adjusted in such a workmanlike manner as to obtain the degree of watertightness specified. Pertinent specifications from the joint and pipe manufacturer which outline procedures to be followed in making the joint shall be furnished to
Wyes, tees, and special fittings shall be installed as called for on the Drawings or as requested by
ENGINEER. Wyes, tees, and special fittings shall, in general, be jointed with the same type of joint as used in the pipe.
In joining two dissimilar types of pipe, manufactured adapters and fittings shall be used. Adapters and fittings shall be configured to maintain invert elevations at same level.
Joint deflections shall not exceed the limits established by the pipe manufacturer for the pipe and joint being used.
At times when pipe laying is not in progress, the open ends of pipe shall be closed with plugs to prevent the entry of foreign material. All foreign material shall be removed from the pipe prior to acceptance.
After placing a length of pipe in the trench, the spigot end shall be centered in the bell and the pipe forced home and brought to correct line and grade. The pipe shall be secured in place with specified backfill material tamped around it except at the bells. Trenches shall be kept water-free during bedding, laying, and jointing and for as long a period as necessary to permit proper execution of the Work.
Pipe shall be brought home by using a cross member and levers or jacks. It will not be permissible to push pipe home with motor-powered excavation equipment.
Force main and water main shall be installed in accordance with AWWA C600 for iron pipe, AWWA
C605 for PVC pipe, and AWWA M55 for HDPE pipe. All plugs, caps, tees, hydrants, and bends for water mains and force mains shall be provided with positive reaction backing or restrained joints.
Reaction backing shall be poured-in-place concrete. Backing shall be placed between solid ground and the fitting to be anchored; the area of bearing on the pipe and on the ground in each instance shall be sized so that the soil bearing pressure does not exceed 1,200 psi, using a working pressure in the main of 150 psi plus 100 psi water hammer allowance. Unless otherwise shown or specified, the backing shall, be so placed that the pipe and fitting joints will be accessible for repair.
CONTRACTOR may use restrained joints in lieu of reaction backing. The minimum length of pipe to be restrained shall be as shown in the following table.
REQUIRED LENGTH OF RESTRAINED PIPE BEYOND FITTING IN FEET
° Bend (≤ 6 inch)
° Bend (8 inch to 10 inch)
° Bend (12 inch to 14 inch)
° Bend (16 inch)
° Bend (≤ 8 inch)
° Bend (10 inch to 16inch)
° Bend ≤ 16 inch
° Bend ≤ 16 inch
Fire Hydrant Leads
End of Line Tees (≤ 4 inch)*
End of Line Tees (6 inch to 8 inch)*
End of Line Tees (10 inch to 12 inch)*
18 (Along Branch)
36 (Along Branch)
54 (Along Branch)
End of Line Tees (14 inch to16 inch)* 72 (Along Branch)
*Restrained run length on tees assumed 18 feet on each side of fitting
This table assumes 150 psi test pressure plus a 100 psi water hammer allowance, ductile iron pipe, and a 6-foot bury. Lengths shall be adjusted for other conditions and fittings. For other fittings and for more specific requirements, see the Drawings or SPECIAL PROVISIONS.
4.5 SEWER SERVICE BRANCH AND LATERAL INSTALLATION
General: CONTRACTOR shall furnish and install sanitary sewer and storm sewer branches, laterals, and leads as shown on the Drawings or requested by ENGINEER. Under normal circumstances, service laterals will be installed within the right-of-way or easement to serve all existing buildings and all platted lots. In certain cases, only wye or tee branches will be installed to vacant lots. Service laterals shall consist of a branch fitting at the main and extension of the specified lateral pipe to the end of lateral as called for and requested. All necessary fittings shall be furnished and installed to complete the installation as shown on Drawing 01-975-75A. All necessary fittings shall be furnished and installed to complete installation of for storm sewer leads as shown on Drawing 01-975-42A.
Wye or tee branches: Wherever shown on the Drawings or requested by ENGINEER, wye or tee branches shall be provided for use in making sanitary sewer service and storm sewer inlet connections.
Unless specified otherwise in the SPECIAL PROVISIONS or as shown on the Drawings, wye or tee branches for sanitary sewer service lateral connections to single-family residences shall be
4-inch-diameter. All other sanitary sewer service lateral connections shall be 6 inch. Wye or tee branches for storm sewer inlet connections shall be of the size called for on the Drawings, 12 inch minimum.
Sanitary sewer service branches shall be turned so that the branch is at an angle of 30
° or 45° with the horizontal.
Sanitary Sewer Service Laterals: Under normal conditions and unless otherwise specified in the
, shown on the Drawings, or requested by ENGINEER, all service laterals shall be Standard Laterals, Type 1, as shown on Drawing 01-975-75A. Service laterals of Types 2 through 6 may be requested by ENGINEER to meet field conditions.
It is the general intent to install Modified Laterals, Type 2, 4, or 5 for service to homes that presently have shallow or no basements or where the depth to groundwater at the end of lateral is shallow. Type
3 and 6 risers are only to be provided where shown on the Drawings or specified in the SPECIAL
Installation and Testing Requirements: Except for those branches that are to be used on storm sewers or for extending sanitary sewer service laterals, wye and tee branches shall be closed with airtight stoppers blocked to withstand air test pressures.
The ends of all laterals shall be plugged and blocked to resist air test pressures. All plugs shall be manufactured to fit the pipe used and shall be watertight. The ends of all laterals shall be marked as shown on Drawing 01-975-75A using flagging tape and 2 by 4 markers.
A complete and accurate tabulation of length, depth, and location of all branches, risers, and laterals shall be kept by CONTRACTOR on cards available from ENGINEER. Measurements shall be made from the nearest downstream manhole. Lateral installation to meet these Specifications and field conditions are the responsibility of CONTRACTOR. Problems occurring because of failure to provide proper installation or proper records shall be corrected by CONTRACTOR at its expense.
No installed lateral shall be backfilled until ENGINEER has been notified that the lateral is complete and reasonable time is allowed for observation of the Work.
4.6 WATER SERVICE LATERAL INSTALLATION
Water service laterals requiring reconstruction and new service laterals shall be installed in accordance with AWWA C600. CONTRACTOR shall perform all excavation, backfill, and other Work necessary for a complete installation. The service tubing shall be continuous and shall be placed at a minimum depth of 6.5 feet. Each service shall include a corporation stop at the main, copper service tubing, curb stop, curb box, couplings, and all other appurtenances necessary for a complete installation. Where existing services in the street are being reconstructed, the new service shall be connected to the existing service at the property line unless otherwise shown or specified. Taps in the main shall be at an angle of 45
° above the horizontal.
OWNER reserves the right to make taps and connections to the new mains prior to backfilling by
CONTRACTOR. CONTRACTOR shall delay backfilling until OWNER has completed its Work.
All curb boxes on new services shall be marked by placing a 4-foot-long 2 by 4 adjacent to it. The
2 by 4 shall project 1 foot above existing ground and shall be painted blue. All services shall be extended to the street property line, unless otherwise shown or specified.
4.7 PORTABLE TRENCH BOX
Whenever a portable trench box or shield is used, special precautions shall be taken so as not to pull already jointed pipe apart or leave voids around the pipe wall. Whenever possible, the bottom edge of the box shall be kept at a level approximately even with the top of pipe. Cover material shall be placed to at least the top of pipe before moving the box ahead.
Manholes shall be installed in accordance with Drawing 01-975-41A for storm sewer,
Drawing 01-975-42A for water main, and Drawing 01-975-43A for sanitary sewer. Manholes shall be plumb with any steps aligned and openings located over steps. For sanitary sewers, openings shall be located over the bench and not the sewer flow line itself.
All manholes shall be made watertight and shall show no visible signs of leakage at the time of final review and within the guarantee period. Any leakage shall be sealed from the exterior of the manhole by methods allowed by ENGINEER.
4.9 STORM SEWER INLETS
Storm sewer inlets shall be installed in accordance with Drawing 01-975-41A. Inlets shall be set to the line and grade as furnished by ENGINEER. The outside end of the lift hole shall be covered with filter fabric to prevent the entrance of fines into the inlet.
Inlets shall be connected to the storm sewer main either at manholes, at wye branches in the main, or to other inlets, all as shown on the Drawings. Minimum size of inlet lead pipe shall be 12 inches.
Storm inlets shall be backfilled to undisturbed soil and at least 2 feet along connecting piping with bedding material.
No masonry shall be laid when the temperature of the outside air is below 40
°F unless all masonry materials are heated and protected against freezing.
Only enough mortar shall be mixed that can be conveniently used before it reaches initial set.
Retempering of mortar will not be permitted.
Utilities to be abandoned shall, unless otherwise noted on the Drawings or in the SPECIAL
be abandoned in place. Open ends of pipes shall be plugged with 12 inches of concrete.
Manhole barrels, valve boxes and other such structures shall be removed to a point 3 feet below existing or final ground surface, whichever is lower, and shall then be filled with backfill material compacted to that of the trench backfill. An approximate 9-inch-diameter opening shall be made in the bottom of the structure to allow for groundwater movement.
Backfill shall be that material placed between the top of cover material to the subgrade for placement of restoration materials. Backfill for storm inlets shall be bedding material.
When the type of backfill material is not otherwise specified, CONTRACTOR may backfill with the excavated material, provided that such material consists of loam clay, sand, gravel, or other materials which, in the opinion of ENGINEER, are suitable for backfilling.
All backfill material shall exceed 35
°F and be free from frost, cinders, ashes, refuse, vegetable or organic matter, boulders, rocks, or stone, frozen lumps, or other material which in the opinion of
ENGINEER is unsuitable. From 1 foot above the top of the pipe to the trench subgrade, well-graded material containing stones up to 8 inches in their greatest dimension may be used, unless otherwise specified in the SPECIAL PROVISIONS. Care should be taken in backfilling so as not to damage the installed pipe.
In refilling the trench, if there is not sufficient material excavated therefrom suitable for refilling,
CONTRACTOR shall, without extra compensation, furnish the deficiency. Where indicated on the
Drawings, fill shall be provided over projecting conduits. Such fill shall be free of large boulders, and the top 6 inches shall be of suitable material to fit the adjoining ground.
When called for on the Drawings, in the SPECIAL PROVISIONS, or requested by ENGINEER, backfill material shall be granular and shall consist of durable particles ranging in size from fine to coarse in a substantially uniform combination. Sufficient fine material shall be present to fill all the voids in the coarse material. No stones over 3 inches or clay lumps shall be present. Unless otherwise allowed by
ENGINEER, granular backfill shall generally conform to the following gradation specification:
Sieve Size Percentage by Weight Passing
3 inch 100
95 to 100
35 to 60
5 to 10
All trenches shall be backfilled using specified material so that excessive lengths of trench are not left open. In general the backfilling operation shall proceed so that no more than 100 feet of trench is open behind the pipe laying operation.
Backfill shall be left below the original surface to allow for placement of restoration materials including pavement, base course, concrete, topsoil, sod, plus any pavement replacement specified in accordance with the Asphaltic Paving section herein. When settlement occurs, CONTRACTOR shall restore the surface improvements at its expense, to maintain the finished surface.
Unless specifically deleted in the SPECIAL PROVISIONS, all trenches shall be consolidated as specified in this section for the entire depth and width of the trench.
Consolidation shall be achieved by use of smooth surface vibratory compactors or backhoe-operated hydraulic compactors for granular materials and rotating sheepsfoot type mechanisms for loam/clay soils. The lift height shall not exceed 8 inches for walk-behind hand-operated vibratory compactors and sheepsfoot. Lift height shall not exceed 24 inches for self-propelled vibratory drum or backhoe-operated hydraulic compactors. Smaller lift heights shall be provided as necessary to achieve the degree of compaction specified.
Unless specified otherwise in the SPECIAL PROVISIONS, backfill material beneath paved areas or future paved areas and within 5 feet of paved areas or future paved areas shall be consolidated as follows: within 3 feet of the surface 95% of maximum dry density, below 3 feet from the surface to
1 foot above the pipe 90% of maximum dry density, as determined by the modified Proctor Test
Unless otherwise specified in the SPECIAL PROVISIONS, backfill material placed in all other areas shall be compacted to the point where no additional consolidation can be observed from the compaction and backfill equipment being used.
Backfill material not meeting the compaction specification shall be recompacted by CONTRACTOR at no cost to OWNER. Cost for additional testing on recompacted material shall be at CONTRACTOR's expense.
CONTRACTOR shall maintain all backfilling, resurfacing, repaving, and other surface improvements constructed under this Contract as a warranty item. CONTRACTOR shall, upon proper notice from
OWNER, make all repairs in surfaces of trenches and excavations. All expenses incurred by OWNER and/or CONTRACTOR in making repairs and all expenses in maintaining trench and excavation surfaces shall be at the expense of CONTRACTOR regardless of the material used in backfilling trench excavations. OWNER reserves the right to make all emergency repairs necessary to make safe all streets and walks at the expense of CONTRACTOR regardless of the material used in backfilling trench excavations. A maintenance guarantee fund, if specified in the SPECIAL PROVISIONS, will be withheld from the final amount due CONTRACTOR for a period of six months after acceptance of the
Work to assure such maintenance.
CONTRACTOR shall be responsible for controlling dust dispersion during utility and street construction.
Remedial actions required as a result of inadequate dust control shall be CONTRACTOR's responsibility. To control dust, CONTRACTOR shall apply calcium chloride or ammonium lignin sulfonate in 12 to 14 percent solution. Prior to application of dust palliative, the street shall be graded smooth.
SECTION 6–STREET EXCAVATION, GRADING AND BASE COURSE
The Work under this section includes all clearing, grubbing, excavation, grading, base course, and other miscellaneous items of Work required for restoration of utility construction Work and for street construction as shown on the Drawings and included in the Specifications.
Unless otherwise specified, all street construction Work shall conform to the WISDOT Specifications as amended herein. Street construction shall mean street, roadway, parking lot, driveway, and similar type construction.
See SPECIAL PROVISIONS for availability of water for use in street construction.
6.2 CLEARING AND GRUBBING
In general, allowable tree removals shall be those trees which are necessary to remove for utility and street construction within the right-of-way or easement areas. Actual allowable tree removals will be determined in the field by ENGINEER. All trees and brush outside the right-of-way or easement areas shall be protected by CONTRACTOR, unless otherwise allowed by ENGINEER.
For utility construction, trees and brush to be removed outside the immediate trench area shall be cut flush with the ground surface or pushed over for all brush and for all trees 12-inch caliber or less measured 4 feet above ground. Trees in excess of 12-inch caliber shall be cut to within 6 inches of the ground surface. A basal application of Rodeo, or equal, shall be applied to all remaining stumps to prevent the development of suckers. Trees that are pushed over shall have their stumps removed and disposed of off-site.
Trees and brush, including stumps, within the trench area and within areas of street, sidewalk, bike path, and driveway construction shall be removed from the site and disposed of.
All street excavation shall be performed as called for in Section 205 of the WISDOT Specifications and as herein modified.
The following items of Work shall be included in common excavation: a. The excavation to subgrade elevations as detailed in the Drawings including road bed areas, terraces, sidewalks, bike paths, driveways, and other miscellaneous surface improvements. b. Removal (and stockpiling, if the use of salvaged topsoil is required) of topsoil from all cut areas and fill areas within a 1:1 slope of finished street, sidewalks, bike paths, driveways, and other miscellaneous surface improvements. c. The preparation, grading, compaction, and proof-rolling of subgrade areas for roadbed, sidewalks, bike paths, driveways, and other miscellaneous surface improvements to the elevations detailed on the Drawings. d. Excavation and grading required to realign and/or create ditch lines and drainage ways to route drainage to or from storm facilities as shown on the Drawings, or as necessary to maintain positive drainage. e. Removal of temporary backfill placed in new utility trenches above the subgrade. f. The removal and disposal of all undesirable and surplus materials.
Common excavation may be completed as part of utility construction prior to initiating general street excavation activities.
All subgrade areas in streets and parking lots, including utility trench restoration areas, shall be proof-rolled with a heavily loaded tri-axle dump truck or other similar equipment requested by
ENGINEER prior to the placement of any fill materials or base course. ENGINEER must be present during proof-rolling to review the Work necessary for the stabilization of any unstable areas identified.
Saw cuts shall be made in existing pavement, driveways, curb and gutter, and sidewalks to allow restoration to neat straight lines. Saw cuts damaged during construction shall be recut prior to beginning restoration.
Rock excavation for streets shall include removal of rock to subgrade elevations. Rock for excavation purposes shall be as defined in the Rock Excavation, Utilities section. Such rock shall be classified as undesirable backfill and disposed of in accordance with the Excavation to Grade section.
CONTRACTOR shall salvage suitable materials from utility and street construction activities to provide fill for street construction. Where sufficient quantities of materials suitable for street construction are not available from areas of the site, CONTRACTOR shall perform borrow excavation to make up the deficit in accordance with Section 208 of the WISDOT Specifications.
6.6 EXCAVATION BELOW SUBGRADE
ENGINEER may request the excavation of unsuitable materials in areas of unstable subgrade. The excavation of such materials, except in areas where CONTRACTOR has completed utility construction or placed street fill, shall be measured by ENGINEER for payment.
The excavation and replacement of unstable utility trench backfill and/or street fill placed by
CONTRACTOR shall be at CONTRACTOR's expense.
Base course placed on unstable foundation shall be removed and replaced at CONTRACTOR's cost following excavation of the affected area.
Where requested by ENGINEER in the field, excavation below subgrade areas shall be lined with geotextile material and backfilled with 3-inch crushed stone base course as specified herein.
Geotextile shall be placed as requested by ENGINEER to stabilize street subgrade areas. Construction fabric shall be Mirafi 600X, Propex 2006, or equal. Any alternate fabric must have ENGINEER's approval prior to use. Construction fabric shall be installed in accordance with the manufacturer's recommendations. Vibratory compaction shall not be used in the compaction of base course in areas where construction fabrics are used.
6.8 PREPARATION OF FOUNDATION
The subgrade shall be graded and rolled to provide uniform density and shall comply with the profile and cross sections contained in the Drawings. All Work shall comply with Section 211 of the WISDOT
6.9 CRUSHED AGGREGATE BASE COURSE
Crushed aggregate base course shall consist of crushed stone or crushed gravel and be furnished in accordance with Section 305 of the WISDOT Specifications. Crushed aggregate base course shall be placed directly on subgrade areas or on top of salvaged asphaltic millings. CONTRACTOR shall supply
ENGINEER with a current sieve analysis of the material prior to use. The material furnished shall be uniformly graded and shall conform to ASTM C33.
For street construction, base course shall be placed to the thickness shown on the standard sections.
Where standard sections are not provided, a minimum of 9 inches of base course shall be provided.
Base course thickness for utility trench patches in street areas shall match existing base course thickness with 12-inch minimum. The top 4 inches of base course shall be 1 1/4-inch dense grade base. The remaining base course shall be 1 1/4-inch dense grade base or 3-inch dense grade base.
Base course shall be wetted and rolled with a self-propelled hydrostatic-drive vibratory roller. Unless otherwise requested by ENGINEER in the field, excavation below subgrade backfill shall be 3-inch
Breaker Run Stone.
The finished new base course shall be fine-graded, rolled, and compacted in preparation for placement of new pavement. CONTRACTOR shall maintain the finished surface until pavement is placed.
6.10 SALVAGED ASPHALT PAVEMENT BASE
Where required on the Drawings or in the SPECIAL PROVISIONS, CONTRACTOR shall salvage existing asphaltic pavement for use as base course for street construction and/or restoration. Work
shall be completed in accordance with Section 306 and Section 325 of the WISDOT Specifications as amended herein.
Pulverized asphalt millings shall consist of asphalt pavement that has been pulverized in place to the full depth of existing pavement. Pulverized millings shall be graded and compacted to the grades established by ENGINEER prior to placement of new asphaltic pavement. Ninety-five percent (95%) of pulverized millings shall pass a 1 1/4-inch screen with all material less than 4 inches in its longest dimension.
Salvaged asphalt millings shall consist of asphalt pavement that has been milled and transported for use as base course for street construction and/or restoration. Ninety-five percent (95%) of salvaged millings shall pass a 1 1/4-inch screen with all material less than 4 inches in its longest dimension.
SECTION 7–CONCRETE CURB AND GUTTER, SIDEWALK, AND PAVEMENT
The Work under this division includes the construction or reconstruction of all concrete improvements required for utility or street construction as shown on the Drawings and as specified. CONTRACTOR shall schedule its Work to comply with the Traffic Control section of Division 1.
Unless otherwise specified, all street construction Work shall conform to the WISDOT Specifications as amended herein.
All concrete shall conform to the requirements as called for in Section 501 of the WISDOT
Specifications, unless otherwise specified. All concrete shall be normal set air-entrained concrete with water reducing agent, Grade A-WR with Type IA cement capable of producing a minimum compressive strength of 3,000 psi in ten days.
As soon after finishing operations as the free water has disappeared, the concrete surface shall be sealed by spraying on it a uniform coating of curing material to provide a continuous water impermeable film on the entire concrete surface.
Liquid curing compounds shall conform to the requirements of AASHTO Designation M148, Type 2,
The material shall be applied to form a uniform coverage at the rate of not less than 1/2 gallon per
100 square feet of surface area.
Within 30 minutes after the forms have been removed, the edges of the concrete shall be coated with the curing compound, applied at the same rate as on the finished surface.
CONTRACTOR shall erect and maintain suitable barricades to protect the new concrete. Where it is necessary to provide for pedestrian traffic, CONTRACTOR shall construct adequate crossings.
Crossing construction shall be such that no load is transmitted to the new concrete.
Any part of the Work damaged or vandalized prior to final acceptance shall be repaired or replaced at the expense of CONTRACTOR.
Pedestrian traffic shall not be permitted over new concrete prior to 72 hours after application of curing material. Vehicular traffic shall not be permitted over newly placed concrete until a minimum compressive strength of 3,000 psi has been achieved.
When the atmospheric temperature exceeds 80
°F during concrete placement, this section and ACI 305 shall apply in addition to all other sections of the Specifications.
The temperature of the delivered concrete shall not exceed 85
Care shall be exercised to keep mixing time and elapse time between mixing and placement at a minimum. Ready-mix trucks shall be dispatched in a timely manner to avoid delay in concrete placement, and the Work shall be organized to use the concrete promptly after arrival at the job site.
The subgrade, forms, and reinforcing shall be sprinkled with cool water just prior to placement of concrete. Prior to placing concrete, there shall be no standing water or puddles on the subgrade.
If approved by ENGINEER, an admixture for retarding the setting of the concrete may be used.
Concrete shall be thoroughly tamped to remove all voids. The exposed surface shall be thoroughly troweled and finished with a brush at right angles to vehicular or pedestrian traffic. All edges shall be rounded with a 1/4-inch-radius edger. Honeycombed areas shall be pointed and rubbed with mortar to provide a void-free surface.
Before final finishing, a 10-foot straight edge shall be used to check the surface. Any areas showing a variation of more than 1/4 inch from the straight edge shall be corrected. Final finishing shall be delayed a sufficient time so that excess water and grout will not be brought to the surface.
7.3 CURB AND GUTTER
Curb and gutter where required for street construction, site Work construction, or for restoration of utility construction shall be placed using forms or a machine to the dimensions and shape shown. Where curb and gutter details are not provided, curb and gutter shape and dimensions shall match existing adjacent curb and gutter. The base course beneath the curb and gutter shall be trimmed or filled as necessary to provide a full depth of curb and gutter as shown on the Detail Drawings. In the absence of Detail
Drawings, depth shall be to the adjacent street subgrade with a minimum 4 inches. Prior to placement of concrete, the base shall be thoroughly compacted and moistened.
Where forms are used, they shall be of metal and of sufficient strength to resist distortion or displacement. Forms shall be full depth of the Work. Facing boards, if used, shall be built to obtain the cross section called for on the Detail Drawings. Forms shall be securely staked and held firmly to line and grade. Forms shall be cleaned thoroughly and oiled before reuse.
All curved curb and gutter shall form smooth curves and shall not be a series of chords. Radius forms shall be used for all curved curb and gutter where the radius of curvature is 100 linear feet or less.
Driveway openings in the curb line will be staked by ENGINEER in the field. The details for concrete gutter sections through a driveway are shown on the Detail Drawings.
A 3/4-inch expansion joint filler shall be placed through the curb and gutter at the radius points of all intersection curbs at storm inlets and at a maximum interval of 100 feet. This expansion joint filler shall extend through the entire thickness of concrete and shall be perpendicular to the surface and at right angles to the line of the curb and gutter.
At intervals of not more than 10 feet, a contraction joint shall be tooled to a depth of 1/5 of the total concrete thickness with a 1/4-inch-radius jointer. The contraction joint shall be at right angles to the line of the curb and gutter.
If machine-formed curb and gutter is placed by CONTRACTOR, CONTRACTOR shall create a plane of weakness at all joints that is sufficient to cause contraction cracking at the joints.
CONTRACTOR may saw contraction joints. The depth of cut shall be a minimum of 1/5 of the total concrete thickness. Sawing shall be done as soon as practicable after the concrete has set sufficiently to preclude raveling during the sawing and before any shrinkage cracking takes place in the concrete. If this results in random cracking, CONTRACTOR will be required to tool the contraction joints as specified above.
Steel separator plates of a section conforming to the curb and gutter as shown on the Detail Drawings shall be placed directly opposite all contraction joints in abutting street pavement. After separator plates have been removed, the edges of the joints shall be rounded with a 1/4-inch-radius edge. The use of steel separator plates at other locations will not be allowed.
7.4 CONCRETE SIDEWALK AND DRIVEWAYS
Concrete sidewalk and driveway construction required for a street or site work construction or for restoration of utility construction shall be placed using forms or machines to the dimensions and thicknesses shown. Where details are not provided match existing, but sidewalks shall be no less than
5 inches thick and driveways shall be no less than 7 inches thick.
The subgrade shall be thoroughly compacted and finished to a trim, firm surface. All soft or unsuitable material shall be removed and replaced with suitable material.
A minimum 4-inch-thick layer of sand, sand and gravel, or base course shall be placed under all sidewalks and driveways. This material shall be thoroughly moistened and compacted before the concrete is placed.
Where forms are used, they shall be of metal or wood and shall be of sufficient strength to resist distortion or displacement. They shall be full depth of the Work and shall be securely staked to hold the required line and grade. Where machines are used, concrete mixture shall be controlled to prevent distortion from sloughing.
Concrete sidewalk shall be segmented into 5-foot-long rectangular blocks with tooled joints. Concrete driveways shall be segmented into uniform rectangular blocks with tooled joints at a maximum spacing of 10 feet in each direction. The joint must extend at least 1/5 of the total thickness of concrete. The edges of the sidewalk along forms and joints shall be rounded with an edging tool of 1/4-inch radius. All joints shall be at right angles to the centerline of the sidewalk.
A 3/4-inch-thick expansion joint filler shall be placed at sidewalk-driveway intersections, at sidewalksidewalk intersections, at the intersection with new or existing curb and gutter, around all castings, and at maximum 50-foot intervals in sidewalks.
Sidewalk cross slope shall be 1/4-inch per foot unless otherwise noted in the Drawings or requested by
ENGINEER. Handicap ramps shall have a maximum slope of 1:12 and be provided with an impressed truncated dome patterned surface meeting ADA requirements.
SECTION 8–ASPHALTIC PAVING
The Work under this division includes asphaltic concrete pavement and other miscellaneous items and
Work required for utility or street construction as shown on the Drawings and included in the
Specifications for paving.
Unless otherwise specified, all paving shall conform to the WISDOT Specifications as amended by these Specifications and by the SPECIAL PROVISIONS.
ENGINEER may request samples of asphaltic concrete for testing. CONTRACTOR shall cut samples from the finished pavement where requested by ENGINEER and patch the sample area. Samples for sieve analysis and asphalt content will be taken by ENGINEER prior to placement.
Where upper course paving is completed in the following construction season, castings shall initially be set to the finished lower course grade before lower course is placed. Where upper course paving and lower course paving are completed in the same construction season, castings shall be adjusted to final grade prior to paving.
Where adjustments are required, they shall not be made more than 48 hours prior to the anticipated time of paving. CONTRACTOR shall furnish Class 1 barricades with flashers on all adjusted castings until paving has been completed.
Internal chimney seals, where required, shall be installed after castings have been adjusted to finished grade.
Valve boxes shall be adjusted by turning the box. The valve box shall be seated on the adjusting threads to prevent future settlement. The box shall be adjusted to conform to the finished pavement and shall be plumb to allow valve operation. OWNER shall be contacted by CONTRACTOR to check operation of valve after box adjustment and prior to paving.
8.3 ASPHALTIC CONCRETE PAVING
This Work shall include the construction of asphaltic concrete surface course for areas to be paved including utility trench restoration and new street construction. All Work shall be performed in accordance with Section 460 of the WISDOT Specifications and as modified by SPECIAL
Asphaltic concrete pavement shall be Type E-1.
Asphaltic binder for lower course and upper course shall be PG 64-22 meeting Section 455 of the
WISDOT Specifications unless specified otherwise in the SPECIAL PROVISIONS.
Aggregate for the lower courses (2 inches or thicker) shall be 19 mm (3/4 inch) nominal. Aggregates for lower courses (less than 2 inches thick) and for upper courses shall be 12.5 mm (1/2 inch) nominal.
Prior to the commencement of paving, mix designs and aggregate sieve analysis shall be submitted to
The pavement structure for street areas and driveways shall be in accordance with the standard sections. Where standard sections are not provided, the minimum pavement structure shall consist of
2-1/4 inches of asphaltic concrete lower course material and 1-3/4 inches of asphaltic concrete upper course for street and parking lot construction and 2-1/2 inches of upper course material for bike paths, sidewalks, and asphalt driveways. Pavement thickness for trench restoration shall match adjacent pavement thickness or minimum thickness as specified for street construction, whichever is greater.
Unless otherwise specified in the SPECIAL PROVISIONS or shown on the Drawings, CONTRACTOR shall provide tack coat between all layers of new asphalt and on existing pavement to be overlaid with new asphalt. Tack coat shall meet the requirements of Section 455 of the WISDOT Specifications.
Where required on the Drawings or in the SPECIAL PROVISIONS, CONTRACTOR shall provide painted pavement markings.
Two-way traffic shall be maintained at all times.
Centerline marking shall be double 4-inch solid yellow line, placed at the marked centerline.
Traffic lane marking shall be single 4-inch broken white line, placed 12 feet from median curb flange or as shown or requested by ENGINEER. Turning lane markings and crosswalk markings shall be 8-inch and 6-inch solid white, respectively. Stop bars shall be 18 inch solid white.
All markings shall be applied in accordance with Sections 646 and 647 of the WISDOT Specifications and the Manual on Uniform Traffic Control Devices.
Markings shall be placed at locations noted within 1-inch tolerance.
SECTION 9–RESTORATION AND SITE WORK
The Work under this portion of the Contract includes finished grading, seeding, sodding, miscellaneous restoration, and other miscellaneous items of Work outside of the areas to be paved.
Unless otherwise specified, all restoration Work shall conform to the WISDOT Specifications and the
See SPECIAL PROVISIONS for availability of water for use in restoration and site Work.
9.2 SEEDING AND SODDING
Seeding and sodding shall be completed in all areas disturbed by construction other than areas with finished gravel, brick, asphalt, concrete, or decorative landscape treatments.
Unless otherwise shown on the Drawings or specified in the SPECIAL PROVISIONS, all areas disturbed by construction shall be restored with seed restoration. Prior to seeding, disturbed areas shall be graded to subgrade for placement of topsoil.
Topsoil shall consist of salvaged topsoil or hauled-in topsoil provided and placed in accordance with
Section 625 of the WISDOT Specifications. Topsoil shall be placed to a uniform depth of 6 inches in place.
All areas requiring terrace restoration that do not require sod restoration shall be restored by seed restoration. Seed restoration shall consist of placing and grading topsoil, seeding, fertilizing, and mulching.
Seed materials and placement shall conform to Section 630 of the WISDOT Specifications for No. 40 seed unless otherwise requested by ENGINEER. CONTRACTOR shall not be responsible for watering.
Fertilizer shall conform to Section 629 for Type A fertilizer. Mulching shall conform to Section 627 for straw mulch.
Specific areas to be restored with sod shall be shown on the Drawings or specified in the SPECIAL
. Sod restoration shall be completed in accordance with the following:
Prior to placement of sod, finish grading shall be completed. Finish grading shall consist of placing topsoil to the edge of hard-surfaced areas or to limits established by ENGINEER.
Topsoil shall be of humus-bearing soil, adapted to the sustenance of plant life and commonly known as black dirt, and shall be free of stones, debris, vegetable material, and excesses of peat, sand, or clay.
Unless otherwise specified, topsoil shall be placed 4 inches thick and shall be graded and raked.
Finished top soiled areas shall be free of stones, road material, or lumps of dirt. The soil in the area to be sodded shall be loosened and brought to a reasonably fine granular texture to a depth of not less than about 1 inch.
A 15-30-15 fertilizer shall be spread uniformly over the areas at the rate of 17 pounds per 1,000 square feet of area unless otherwise specified in the Contract. Fertilizer shall be worked into the soil prior to placing sod.
Sod shall consist of a dense, well-rooted growth of permanent and desirable grasses, indigenous to the general locality where it is to be used, and shall be practically free from weeds or undesirable grasses.
At the time the sod is cut, the grass on the sod shall have a length of approximately 2 inches (if longer, the grass shall be cut to approximately this length), and the sod shall have been raked free from debris.
The sod shall be cut in uniform strips approximately 18 inches by 36 inches but no longer than is convenient for handling and transporting.
The thickness of the sod shall be as uniform as possible, approximately 1-1/2 inches or more, depending on the nature of the sod, so that almost all of the dense root system of the grasses will be retained, but exposed, in the sod strip and so that the sod can be handled without undue tearing or breaking.
Sod shall be laid so that the joints caused by abutting ends of sod strips are not continuous. Each sod strip shall be so laid as to abut snugly against the strip previously laid.
As the sod is being laid, it shall be rolled or firmly but lightly tamped with suitable wooden or metal tampers to set or press the sod into the underlying soil.
At points where water will flow over a sodded area, the upper edges of the sod strips shall be turned into the soil below the adjacent area and a layer of earth placed over this juncture, which earth shall be thoroughly compacted to conduct the surface water over the upper edge of the sod.
At the limits of sodded areas, wherever practical or feasible, the end strips shall be placed to effect a broken line, and ends of the strips shall be turned in and treated as above described.
All sodded areas shall be kept thoroughly moist until the sod is established. Sod that dies during warranty period shall be replaced at no cost to OWNER.
9.3 MISCELLANEOUS RESTORATION ITEMS
CONTRACTOR shall be responsible for the proper replacement of all damaged street and highway signs and markers at all times during construction. Repair or replacement of signs shall be subject to review of ENGINEER and applicable local, state, and federal highway departments before final acceptance of the Work.
CONTRACTOR shall restore all culverts removed, damaged, or disturbed during construction to their original condition or they shall be replaced. Mailboxes shall be restored to their original locations and height. Light poles and power poles shall be restored to their original location. Underground improvements, such as water main, electric lines or drain tiles shall be restored to original condition. At all locations where utilities cross, compacted backfill shall be used from the bottom of the excavation to the top of the highest conduit. All street improvements, fences, walkways, and home and yard improvements, if destroyed, damaged, or removed shall be replaced to original condition or better.
Where construction interrupts existing private or public sewer and water systems, it shall be
CONTRACTOR's responsibility to maintain these systems or provide alternative means until the new system is placed in operation or until final acceptance of the Work, whichever occurs first. No bypassing of untreated wastewater will be allowed.
CONTRACTOR shall proceed with restoration of property and clean up of all disturbed areas concurrently with the installation of utilities and street construction.
Where restoration is included as a portion of a Bid item, the estimated cost of restoration and cleanup, up to a maximum of 15% of each Bid item, may be withheld until final cleanup of the Work in each Bid item.
In areas as generally shown on the Drawings and as specifically noted in the field by ENGINEER,
CONTRACTOR shall construct boulder walls.
The boulders shall be round field stone. The stone shall consist of varying sizes and weights. The minimum weight shall be 250 pounds.
The stone shall be placed randomly. The larger stone shall be placed at the bottom–minimum
12 inches deep into the soil. The minimum batter shall be 3 inches in one vertical foot unless otherwise allowed by ENGINEER. Geotextile fabric shall be installed behind the wall to prevent the backfill from eroding through the joints and courses. Backfill shall meet the requirements of the Backfilling section.
The layout of the wall shall be approved by ENGINEER prior to construction of the wall. A suitable foundation, as approved by ENGINEER, shall be provided to preclude settlement. The wall may be constructed in conjunction with the new embankment. Chinking shall be provided to secure stability of the stones.
9.4.2 CUT BLOCK MODULAR RETAINING WALL
This Work includes construction of interlocking modular concrete retaining wall units and accessories at locations shown on the Drawings and as requested by ENGINEER in the field.
Modular wall units shall be constructed in accordance with ASTM C90, ASTM C140, ASTM D2339, and
Masonry units, when delivered to the site, shall be thoroughly cured and shall be dry. When stored on the site, they shall not be in contact with the ground and shall be kept clean.
CONTRACTOR shall submit gradation of base leveling pad material and unit fill material as well as color samples for OWNER's selection.
CONTRACTOR shall provide to ENGINEER design calculations prepared and stamped by a
Professional Engineer registered in the state of the Project verifying the proposed design satisfies the design parameters as shown on the Drawings and as required herein.
Masonry units shall be Keystone Retaining Units, or equal, as manufactured in accordance with ASTM
C90 and ASTM C140.
Masonry units shall have a minimum 28-day compressive strength of 3,000 psi. The concrete shall have a maximum moisture absorption of 8%.
Standard units shall be classic straight split face, 8 inches high by 18 inches wide. Top row of units shall have a smooth face. Color of units will be selected by OWNER from manufacturer's standard color selections. A concrete wall cap/sidewalk will be constructed on top of the wall.
Units shall be interlocked with noncorrosive fiberglass pins.
Connecting pins shall be 1/2-inch-diameter thermoset isopthalic polyester resin-pultruded fiberglass reinforcement rods.
Pins shall have a minimum flexural strength of 128,000 psi and short beam shear of 6,400 pounds per
Construction adhesive shall be Keystone Kapseal, or equal, and shall meet requirements of
Base leveling pad material shall be 6 inches of compacted crushed stone, 3/8 inch to 3/4 inch. Pea gravel shall not be allowed.
Unit fill shall be free-draining, well-graded crushed stone, 3/8 inch to 3/4 inch, with no more than
5% passing the No. 200 sieve. Masonry unit voids shall be capable of accepting a railing post diameter of up to 3 inches. Non-shrink grout shall be used in voids accepting railing posts
All walls shall be designed for a surcharge of 250 psf and a railing load of 50 plf in addition to the loads imposed by the retained material. The engineered design shall be in accordance with the AASHTO
Standard Specifications for Highway Bridges, Section 5.8.
Foundation soil shall be excavated as required for leveling pad dimensions shown on the Drawings.
Subgrade shall be approved by the Project Soils Engineer to confirm that the actual foundation soil conditions meet or exceed assumed design strength. Soils not meeting required strength shall be removed and replaced with acceptable material.
Leveling pad materials shall be placed as shown on the Drawings to a minimum thickness of 6 inches and shall extend laterally a minimum of 6 inches in front of and behind the modular wall.
Materials shall be compacted to provide a level surface on which to place the first course of units.
Compaction shall be to 95% of standard proctor for sand or gravel type materials. For crushed rock, material shall be densely compacted.
Leveling pad shall be prepared to ensure complete contact of retaining wall unit with base.
Units shall be installed to conform to elevations shown on the Drawings or as staked in the field to match existing grade.
The first course of concrete wall units shall be placed on the base leveling pad. The units shall be checked for level and alignment. Bottom of wall shall be minimum 12 inches below finished grade.
Units shall be placed side by side for full length of wall alignment. Alignment may be done by a string line or offset from base line.
Units shall be interlocked with fiberglass pins. Pins shall protrude into adjoining courses above a minimum of 1 inch. Two pins required per unit.
All voids inside and between units and drainage zone behind units shall be filled with tamped unit fill material. Automated compaction equipment shall not be used directly over the units. Walk-behind mechanical compaction equipment may be used to compact soils that are placed beyond the drainage zone behind the unit. Mobile mechanical compaction equipment shall not be used within 5 feet of the wall face.
While placing material behind first course of units, the passive soil wedge at the front of these units shall be placed.
All excess material from top of units shall be cleaned prior to installing the next course. Each course is to be completely filled, backfilled, and compacted prior to proceeding to next course.
A permanent mechanical connection of cap units to wall units shall be provided with construction adhesive.
Geogrid shall be a product with a regular grid structure of a select high density polyethylene or polypropylene resin, UX1500HP, as manufactured by Tensar Corporation, or equal.
Minimum allowable junction strength of the geogrid, per G.R.I.–GG2, shall be equal to or greater than
90% of the ultimate strength of the geogrid, as per G.R.I.–GG1.
The geogrid soil reinforcement shall be laid horizontally on compacted backfill. Place the next course of modular concrete facing units over geogrid. The geogrid shall be pulled taut and anchored prior to backfill placement on the geogrid.
Geogrid reinforcement shall be continuous throughout their embedment length(s). Spliced connections between shorter pieces of geogrid will not be allowed.
Plantings shall be provided as shown on the Drawings or as otherwise specified in the SPECIAL
. Plants should be planted on the day of delivery. If this is not possible, protect the stock not planted. Plant material shall be kept in the shade, well-protected with soil, wet moss or other acceptable material and shall be well-watered. Plants shall not be bound with wire or rope at any time to avoid damaging the bark or breaking branches.
Plants shall be lifted and handled from the bottom of the ball only. Plants moved with a ball will not be accepted if the ball is cracked, loose, or broken before or during the planting operations.
Fertilizer shall be delivered to site in original, unopened containers, each bearing manufacturer's guaranteed analysis. Packaged materials shall be stored off ground and protected from moisture.
CONTRACTOR shall coordinate planting Work with installation of sod and the construction of other site features.
CONTRACTOR shall take precautions to ensure that equipment and vehicles do not disturb or damage existing site grading, walks, drives, utilities, plants, etc., and shall replace and/or return to original condition any damage caused by CONTRACTOR's negligence at no cost to OWNER.
CONTRACTOR shall maintain plantings immediately upon installation of plants and continue until acceptance, including watering, weeding, removal of dead material, resetting of plants to proper grade and plumb position, and other necessary operations.
Plants shall be alive and in good, healthy, and flourishing condition of growth at the end of the guarantee period.
Any plant installed under this Contract that is dead or not in a vigorous, thriving condition shall be removed from the site and replaced at CONTRACTOR's cost as soon as conditions permit during the normal planting season. In case of any questions regarding the condition of a rejected plant,
CONTRACTOR may elect to allow such plant to remain through another complete growing season. If at that time, the rejected plant is found to be dead or in an unhealthy or badly impaired condition, it shall be replaced. One replacement after acceptance shall constitute fulfillment of CONTRACTOR's guarantee for the particular plant replaced. All replacements shall be plants of the same kind and size as specified originally. CONTRACTOR shall make all necessary repairs required because of plant replacements. Such repairs shall be done at no extra cost to OWNER. Plants shall be replaced, mulched, wrapped, fertilized, pruned, and restored to original condition at no extra cost to OWNER.
Plant names shall conform to those given in Standardized Plant Names, 1942 Edition, American Joint
Committee on Horticultural Nomenclature. All plants shall be true to name and legibly tagged as to name and size. Federal or other governmental certificates of inspection shall accompany all shipments as required.
Plant materials, methods, etc. shall conform to the latest edition of ANSI Z60.1.
CONTRACTOR shall have investigated the sources of supply and shall be satisfied that
CONTRACTOR can supply the listed plants in the size, variety and quality specified before submitting a
Bid. Failure to do so will not relieve CONTRACTOR of the responsibility for furnishing and installing all plant materials in strict accordance with the Contract Documents.
All material shall be the highest quality. Plants shall have typical growth habit for their species. Plants shall be sound, healthy, vigorous, and free from insect pests, plant diseases, and injury. One-sided plants and plants taken from tightly planted nursery rows will be rejected.
All plants shall equal or exceed measurements specified, measured before pruning with branches in normal position. Height and spread refers to main body of plant and not from tip to tip of branches and roots. Trees shall have a well-defined central leader.
Soil excavated from plant pits that is similar in nature to topsoil and is determined to be suitable for planting soil shall be thoroughly mixed with one part of peat to five parts of existing soil. Very poor soils of clay, gumbo, gravel, hard-pan, or other soils injurious to plants shall not be used.
If quantity of soil excavated from planting pits is not adequate for planting, CONTRACTOR shall furnish imported planting soil consisting of partially decomposed vegetable matter of natural occurrence. Such soil shall be black, clean, low in content of mineral or woody material, mildly acidic, fertile and friable.
This soil shall be mixed with one part of peat to five parts of soil. Peat shall be a domestic product consisting of partially decomposed vegetable matter of natural occurrence -- black, clean, granulated, or shredded.
Fertilizer shall be equal to Milorganite (6-2-0), Louisville Green (5-3-0), or equal uniform in composition and free-flowing. Fertilizer which becomes caked or otherwise damaged making it unsuitable for use will not be accepted. Rate of application shall be as recommended by nursery.
Wood mulch shall be shredded hardwood bark of local origin, similar in physical composition to shredded mulches sold under the brand names of Montaho, Pay-Gro, or equal.
Mulches shall be a minimum of 4 inches thick.
Deciduous trees and shrubs shall be planted from September 15 to December 1 and from April 1 to
June 1. All trees and shrubs shall be planted so as to provide the maximum growing time allowable under the Contract Times. At the option and on full responsibility of CONTRACTOR, planting operations may be conducted under unseasonable conditions without additional compensation or change to warranty.
ENGINEER shall stake out on the ground the location of all plants before excavation is begun. Plants installed at incorrect locations shall be relocated by CONTRACTOR at no expense to OWNER.
CONTRACTOR shall excavate the plant pit, centered at the location stake, cylindrical in shape with vertical sides and flat or saucer-shaped bottom. Planting soil for backfilling shall be kept separate from excavated subsoil. Pit shall be large enough to provide at least 12 inches of planting soil backfill around and beneath the root system. Where surface or subsurface conditions prevent digging a plant pit to specified dimensions, obtain approval from landscape architect to modify location or pit dimensions.
The root ball shall be centered in the plant pit resting on 12 inches of planting soil well-tamped. The plant hole shall be backfilled with planting soil placed in layers around the root ball. Each layer shall be hand-tamped in place in a manner to avoid injury to roots and ball. When approximately two thirds of the plant hole has been backfilled, the hole shall be filled with water to allow the soil to settle around the roots. Top of root ball shall be 1 inch above surrounding grade. The cord or wire securing burlap at base of tree shall be cut, with the burlap folded back.
Just prior to inspection for acceptance, CONTRACTOR shall prune all plantings. The amount of pruning will be limited to the minimum necessary to remove dead or injured twigs and branches and as directed to compensate for loss of roots as a result of transplanting operations. Pruning shall be done in such a manner as not to change the natural habit or shape of the plant.
CONTRACTOR shall promptly remove any soil, peat or similar material that has been brought onto paved areas by planting operations, keeping those areas clean at all times, and shall remove all debris resulting from planting operations from the site.
Replacement plantings shall match existing plant type, with minimum 4-year nursery growth.
SECTION 10–MISCELLANEOUS REQUIREMENTS
10.1 GRADE STAKES AND PROPERTY STAKES
CONTRACTOR shall furnish and place in position all items necessary to control the horizontal and vertical accuracy of the Work including lasers, batterboards, string lines, plummets and graduated poles.
Where lasers are used, CONTRACTOR shall check the Work against intermediate grade stakes. Prior to initial use of the laser, CONTRACTOR shall set up laser on ground surface and check line and gradient controls. Lasers not functioning properly shall be immediately removed.
If existing property stakes, not within the limits of the trench or street slope limits, are removed or damaged by CONTRACTOR, CONTRACTOR shall bear the cost of replacement. Replacement shall be made by a legal survey performed by a licensed Land Surveyor hired by OWNER. Cost for survey shall be deducted from the Contract Price.
CONTRACTOR shall conduct testing on all new pipe lines as specified below.
Utility installations which fail to meet the test limits shall be repaired in a manner acceptable to
ENGINEER. In general, defective pipe installations should be uncovered and relaid, with new pipe if necessary, to repair the defect. Under no circumstances shall defects be sealed from the interior of the pipe, and only where specifically allowed by ENGINEER, shall defects be sealed from the exterior of the pipe.
10.2.2 SANITARY SEWER AIR AND LEAKAGE TESTING
All sanitary sewer gravity mains shall be tested for leakage after installation of laterals and placement of backfill. Leakage testing of thermoplastic sanitary sewer gravity mains shall be conducted in accordance with ASTM F1417. Testing of rigid sanitary sewer mains shall be in accordance with
ASTM C828 for clay pipe and ASTM C924 for concrete pipe. CONTRACTOR shall keep a record of all tests performed. These records shall show the individual lengths of main tested and test results.
All sanitary sewer gravity mains in groundwater shall also be tested by measuring the infiltration through the use of a weir installed in the manhole at the downstream end of the sewer being tested.
Groundwater shall be at least 2 feet above the crown of the sewer at the upstream end for all such tests.
Sewers 18 inches and larger may be tested for leakage by infiltration or exfiltration in lieu of air testing.
If groundwater is 2 feet or more above the sewer, measurements will be taken to determine the rate of infiltration into the sewer. If groundwater is below 2 feet above the sewer, the stretch of sewer shall be plugged at its downstream end and water shall be placed inside the sewer to provide a minimum of
4 feet of head above the upstream end.
Measurements will then be taken to determine the rate of leakage out of the sewer. CONTRACTOR shall furnish all labor and materials necessary for making the tests. The allowable leakage shall be as indicated below for final acceptance.
At the conclusion of construction and before final acceptance of the Work, the downstream end of the sewer will be measured for infiltration. Allowable infiltration shall not exceed 200 gallons/inch of pipe diameter/mile/day for that portion of the Work under groundwater. If infiltration is exceeded, the leak or leaks shall be located and repaired.
CONTRACTOR shall prepare all pipeline for testing and shall furnish all equipment, materials, tools, and labor necessary for performance of the tests. Equipment for the low pressure air test of gravity mains shall be equal in all operational aspects to that as furnished by Cherne Industrial, Inc, or United
Air and leakage testing of storm sewers will not be required.
10.2.3 MANHOLE TESTING
If required on the Drawings or in the SPECIAL PROVISIONS, sanitary sewer manholes shall be vacuum tested in accordance with ASTM C1244. Pipes entering the manhole shall be plugged and the seal inflated in accordance with manufacturer’s recommendations.
Vacuum testing of storm sewer and other manholes will not be required.
10.2.4 TELEVISED INSPECTION
Where specified in the SPECIAL PROVISIONS, a color televised survey of installed sanitary sewer shall be provided after air testing to confirm branch locations, verify cleanliness of sewer, and confirm presence or absence of sags or deviations in sewer alignment. Sewers shall be cleaned immediately prior to the survey. The survey shall conform to NASCO PACP standards.
Televised inspection of storm sewers will not be required.
10.2.5 DEFLECTION TESTING
All PVC pipe used for sanitary sewer shall be tested for vertical deflection. Maximum deflection after completion of backfilling shall be 5% of the inside pipe diameter. Testing shall not be started until trench backfill has been in place for 30 days. CONTRACTOR shall keep a record of all tests performed. These records shall show the individual lengths of main tested and test results. Deflection shall be measured by pulling a mandrel with a vertical diameter equal to 95% of the pipe inside diameter through the line, after thoroughly flushing the lines to be tested. The testing device shall be controlled using cables at both the upstream and downstream manholes. The testing device must pass freely through the sewer without the use of unreasonable force on the control cables. Any line that will not pass the test cylinder will not be accepted until the faulty sections have been removed and replaced and the line retested.
Deflection testing of thermoplastic storm sewer shall be provided in accordance with the above requirements.
10.2.6 WATER MAIN DISINFECTION
CONTRACTOR shall furnish all water and other materials, equipment, and labor necessary to disinfect all new water mains and all existing water mains disturbed by construction. Testing shall conform to
AWWA C651. CONTRACTOR shall notify the Health Department to observe sterilization test and shall coordinate and bear cost for necessary laboratory testing. Sampling and testing shall be scheduled to complete the Work within the Contract Times. Items of material for testing shall be furnished in the size and quantity necessary to properly complete the test. Interruption or delay of CONTRACTOR's Work progress caused by testing and sampling shall not be cause for extra payment under the Contract nor shall they be cause for extension of Contract Time.
10.2.7 WATER MAIN AND FORCE MAIN TESTING
CONTRACTOR shall conduct hydrostatic pressure tests and leakage tests of all joints in accordance with the requirements of AWWA C600 for iron pipe and AWWA C605 for PVC pipe. During performance of the hydrostatic pressure test, water main shall be subjected to a minimum pressure of at least 50 percent above normal working pressure with a minimum pressure 125 psi. Force main shall be tested to 200% of normal operating pressure in the main, but to no more than the pressure rating of the pipe. All air shall be removed from the main during testing. This shall be done by flushing, by installing corporations at high points, or by releasing air at valves at high points. Test pumping equipment used shall be centrifugal pumps or other pumping equipment that will not place shock
pressures on the main. Power plunger pumps will not be permitted for use on closed pipe systems.
Pumps shall be disconnected during test periods.
Prior to conducting the pressure and leakage test, CONTRACTOR shall backfill the trench for its full depth. All bends and special connections to the main shall be adequately blocked and tied prior to the test. Any damage caused to the main or its appurtenances during performance of these tests shall be corrected by CONTRACTOR at its expense.
CONTRACTOR shall keep a record of all tests performed. These records shall show the individual lengths of main tested and test results.
Where connections are made to existing mains, it shall be the responsibility of CONTRACTOR to provide the necessary hydrostatic tests on all new mains installed. This may necessitate, but is not limited to, the installation of temporary valves to isolate the new system from the existing system. All materials, Work, and equipment necessary for this Work shall be furnished by CONTRACTOR at its expense.
All testing of pipelines shall proceed concurrently with installation. CONTRACTOR is advised that it may be advantageous to conduct daily preliminary testing of its Work.
Water from disinfection testing shall not be discharged to a stream, creek, river, storm sewer tributary thereto, or to a navigable water without first neutralizing the chlorine residual in the water and complying with local, state, and federal laws thereto.
10.2.8 CONTINUITY TESTING
CONTRACTOR shall provide all equipment, labor, and materials necessary to perform continuity testing of all ductile iron water mains installed. Tests shall be performed using an ohmmeter to assure that electrical continuity exists across all joints. CONTRACTOR shall make all necessary repairs to establish continuity across joints.
CONTRACTOR shall conduct its Work to minimize disruption of traffic on the job site and on adjacent streets and alleys. Where construction is in an area having only one vehicular access, CONTRACTOR shall conduct its Work to avoid or minimize blockage of such access. Blocking of streets or providing detours shall only be done if allowed in the SPECIAL PROVISIONS. Safe access shall be provided at all times for local traffic when CONTRACTOR is not working. CONTRACTOR shall keep local police and fire departments informed as to traffic access status as the Work proceeds.
CONTRACTOR shall furnish and install all necessary flagmen, barricades, signs, warning lights, and appurtenances to provide for safe and convenient control of traffic throughout the Project site.
Barricading, signing and flagging shall be accomplished in strict accordance with the Manual on
Uniform Traffic Control Devices and the WISDOT Specifications.
10.4 EROSION AND SEDIMENT CONTROL
Soil disturbances shall be controlled to minimize erosion and sediment movement. This Work shall include, but not be limited to, furnishing, installing, and maintaining silt fences, stone tracking pads, sediment traps, sediment basins, ditch checks, inlet protection, erosion mats, and temporary seeding.
All labor, tools, equipment, and incidentals shall be provided to complete the Work.
Soil stabilization measures for erosion and sediment control shall consider the time of the year, the size of area being disturbed, and the site conditions. Temporary or permanent measures shall be applied as needed.
Soil erosion and sediment control features shall be constructed prior to any soil disturbances.
CONTRACTOR shall provide a “qualified” inspector to inspect erosion control and sediment controls once in place. Inspector shall have prior experience with and knowledge of installation and maintenance of erosion and pollution controls. Unless stricter requirements are mandated by DNR or by any local permits, project site erosion control inspection shall be conducted every seven days and after each one-half-inch rainfall or greater. CONTRACTOR shall maintain hard copies of the inspection reports for the duration of the Project.
Any necessary repairs to erosion and sediment control facilities shall be provided within 24 hours to all corrective measures noted on the inspection reports to address pollution issues. CONTRACTOR shall submit to OWNER a written notice stating the times, dates and actions taken to rectify the defective erosion and sediment controls.
CONTRACTOR shall also make any necessary additions for erosion and sediment control as may result from on-site conditions or the progress of the Work or as may be required by DNR or OWNER.
Disturbed areas shall be stabilized with temporary or permanent measures within 14 calendar days of the soil disturbance or redisturbance.
All temporary erosion and sediment control measures shall be removed within 30 days after final stabilization is achieved or after the temporary measures are no longer needed. All sediment accumulated in temporary and permanent facilities shall be removed and properly disposed of and the area restored.
10.4.2 EROSION MAT
Erosion mats shall be installed in accordance with manufacturer’s requirements and with Conservation
Practices Standards 1052 and 1053.
Place erosion mats immediately after seeding operations have been completed. Before mat placement, remove all material or clods over 1-1/2 inches in diameter and all organic material or other foreign material which may interfere with the mat bearing completely on the soil.
Any small stones or clods which prevent contact of the mat with the soil shall be pressed in the soil with a small lawn–type roller or by other means. The mat shall have its lateral edge so impressed in the soil so as to permit runoff water to flow over it.
The matting strips shall be rolled on or laid in direction of flow. Spread mat evenly and smoothly in a natural position without stretching and with all parts bearing on soil. Place blanket with netting on top.
Overlap adjacent strips at least 4 inches. Overlap strip ends at least 10 inches. Make overlaps with upgrade section on top.
Bury upgrade end of each strip of fabric or blanket at least 6 inches in a vertical slot cut in the soil and press soil firmly against the imbedded fabric or blanket.
Anchor mats in place with vertically driven staples, driven until their tops are flush with the soil. Space staples on 3-foot centers along mat edges and stagger space at 3-foot centers through the center.
Place staples at 10-inch centers at end or junction slots.
Reseed areas damaged or destroyed during erosion mat placing operations as specified for original seeding.
Dispose of surplus excavated materials during erosion mat placing operation as specified for original seeding.
Following mat placement, uniformly apply water to the area to moisten seed bed to 2-inch depth and in a manner to avoid erosion.
Maintain erosion mat and make satisfactory repairs of damage from erosion, traffic, fires, or other causes until Work is accepted.
10.4.3 SILT FENCE
Silt fence shall be constructed in conformance with the criteria specified in Conservation Practice
Standard 1056–Silt Fence.
10.4.4 SOIL STABILIZER
Soil Stabilizer Type A shall be applied with conventional hydraulic seeding equipment. CONTRACTOR shall take care to ensure that surrounding surfaces, structures, trees, and shrubs are not over-sprayed.
Before Work is accepted any over-spray must be satisfactorily cleaned from surfaces. The finished application shall be 3/16-inch to 1/4-inch thick. For permanent slope applications, CONTRACTOR shall sow seed separately before applying the soil stabilizer to ensure that the seed has direct contact with the soil.
Soil Stabilizer Type B shall be applied with conventional hydraulic seeding equipment or by dry spreading. CONTRACTOR shall apply material at the manufacturer’s recommended rate. For permanent slope applications, CONTRACTOR shall apply an approved mulch when the soil stabilizer is applied or after it is applied to protect the seed.
10.4.5 INLET PROTECTION
All storm drains that are or will be functioning during construction shall be provided with inlet protection.
Inlet protection shall be provided in conformance with the criteria specified in Conservation Practice
Standard 1060–Storm Drain Inlet Protection for Construction Sites.
10.4.6 STONE TRACKING PADS AND TIRE WASHING
Tracking pads (tire washing stations as required) shall be installed in accordance with the criteria in
Conservation Practice Standard 1057–Stone Tracking Pad and Tire Washing.
Surface water must be prevented from passing through tracking pads. Flows shall be diverted away from tracking pads and conveyed under and around them such as with culverts.
Any sediment tracked onto a road shall be removed before the end of each day. Flushing sediment shall not be allowed.
10.4.7 DITCH CHECKS
Ditch checks shall be provided in conformance with the criteria specified in Conservation Practice
Standard 1062–Ditch Checks.
Mulching shall be provided in conformance with the criteria specified in Conservation Practice Standard
1058–Mulching for Construction Sites.
10.4.9 VEGETATIVE BUFFER
Vegetative buffer shall be provided in conformance with the criteria specified in Conservation Practice
Standard 1054–Vegetative Buffer for Construction Sites.
10.4.10 SEEDING FOR EROSION CONTROL
Temporary seeding for erosion control shall be provided in conformance with the criteria specified in
Conservation Practice Standard 1059–Seeding for Construction Site Erosion Control.
10.4.11 SEDIMENT TRAPS AND SEDIMENT BASINS
Sediment traps for erosion and sedimentation control during interim construction stages shall be installed in accordance with the criteria in Conservation Practice Standard 1063–Sediment Trap and sediment basins with the criteria in 1064–Sediment Basin. They shall be constructed prior to any disturbances and shall be placed so they function during all phases of the Work.
Where land disturbance activities do not exceed one acre, CONTRACTOR shall maintain site conditions where erosion and pollution are controlled.
Unless otherwise specified in the SPECIAL PROVISIONS, CONTRACTOR shall, for land disturbance activities exceeding one acre, develop and implement a Storm Water Erosion and Pollution Control
Plan in accordance with conditions of federal and state permits, local ordinances, Best Management
Practices, and as required by the Notice of Intent (NOI).
The following certification shall be included in the Storm Water Erosion and Pollution Control Plan, which CONTRACTOR and all subcontractors shall sign:
“I certify under penalty of law that I understand the terms and conditions of the General
Pollutant Discharge Elimination System (NPDES) Permit that authorizes the storm water discharges associated with industrial activities from the construction site above mentioned and as may be detailed in the construction documents. I agree to indemnify and hold OWNER harmless from any claims, demands, suits, causes of action, settlements, fines, or judgments and the costs of litigation, including, but not limited to, reasonable attorneys fees and costs of investigation and arising from a condition, obligation or requirement assumed or to be performed by CONTRACTOR for storm water pollution and erosion control.”
Where land disturbances exceed one acre, CONTRACTOR shall execute a Notice of Intent (NOI) and send to OWNER and the appropriate Wisconsin DNR District office for the issuance of a Land
Such controls as identified in the Storm Water Erosion and Pollution Control Plan shall be installed prior to disturbing any soil on the site. CONTRACTOR shall construct, maintain, and remove the erosion and pollution controls in accordance with the plan within the criteria herein. Inspector who will monitor erosion and sediment control facilities shall be identified in the erosion and pollution control plan.
CONTRACTOR shall pay any fines or other fees resulting from failure of CONTRACTOR to comply with the permit requirements or failure to provide a permit.
CONTRACTOR shall submit a “Notice of Termination” (NOT) to DNR at end of the Project.
CONTRACTOR shall provide miscellaneous Work as specified in the SPECIAL PROVISIONS.
SECTION 11–MEASUREMENT AND PAYMENT
Payment for changes in quantities, as shown in the Bid and Contract, shall be made in accordance with the prices bid. No change of grade, alignment or location shall annul or impair the Contract made and entered into relative to said Work. Payment shall be made for the quantities of each Bid item as actually installed. If a price is not provided in the Bid for an item of Work, the Work shall be considered incidental and included in adjacent items of Work.
Payment for utility construction including water main, storm sewer, sanitary sewer, and force main will be made as listed in the Bid for furnishing all materials, labor, and equipment for the complete installation of the sewers, mains, and appurtenances as shown and specified.
The prices bid shall include the pipe, excavation, dewatering, bedding, laying, jointing, backfilling, paving, restoration, testing, and maintenance of surface, and all other labor and material necessary for complete compliance with these Specifications. Wye and tee branches shall be included in the prices bid for sewer main unless otherwise listed in the Bid proposal form. The cost of all special connections to existing mains and appurtenances shall be included in the prices bid. Unless otherwise shown on the
Drawings or specified in the SPECIAL PROVISIONS, the prices bid for utility construction shall include the cost of backfilling with existing materials.
11.3 SERVICES, LATERALS, AND RISERS
Water services, standard sewer laterals, and modified sewer laterals, as listed in the Bid, will be paid for in addition to the prices bid for water main and sanitary sewer. The prices bid for services and laterals shall include the entire cost for all labor, tools, bends, couplings and incidentals to install the services and laterals beyond the tap or wye or tee branches as shown and specified. Lengths of services and laterals for payment will be measured along the centerline of the pipe from the center of the main to the end of service. The cost of tunneling under or removing and replacing existing sidewalk and curb and gutter or other existing improvements shall be included in the prices bid. The cost of connecting existing water services to new water services shall be considered incidental to the Work .
Risers will be paid for in addition to the prices bid for sanitary sewer main. The prices bid for risers shall be for the installation of risers constructed of ductile iron complete in place as shown on Drawing
01-975-75A. If included in the Bid, lengths of risers for payment will be measured along the centerline of the riser from the center of the main to the top 90
° bend. In the prices bid, CONTRACTOR shall include all labor, equipment, and material necessary to install and support the riser column and to also provide ductile iron pipe from the riser column to the end of the service. If not included in the Bid, risers shall be paid for the same as for sanitary sewer laterals above.
The prices bid for inlet leads shall include the entire cost of all labor, excavations, backfilling, and material necessary for installation of the pipe from the center of the sewer main to the inlet box. The costs of special pipe fittings necessary to make the connections at the sewer main and at the inlet box shall be included in the prices bid.
The depth of service laterals and inlet leads will vary. The prices bid shall be for pipe installed at depths as shown on the Drawings or as requested by ENGINEER.
Where manholes are not included in other Bid items, they will be paid for according to the prices bid.
The prices bid for manholes shall include the cost of all material, Work, excavation, and backfilling necessary for construction of manholes as shown on the Drawings. Special bedding or pipe adjacent to manholes to standard trench width shall be included in the manhole price. The prices bid shall include the furnishing and installation of casting, steps, adjusting rings, and eccentric cone or flat slab as shown on the Drawings.
Special manholes will be paid for as shown on the Drawings and as listed in the Bid.
Drop entrances to manholes shall be furnished and installed as shown on the Drawings and as specified. No additional payment will be made for drop entrances to manholes. Drop entrances will vary in depth from a minimum of 2 feet to the maximum as indicated on the Drawings.
11.7 STORM SEWER INLETS
The prices bid for inlets is to include the entire cost of all materials, labor, excavation, and backfilling necessary for complete construction of the inlets as shown and as specified. The cost of inlet lead pipe will be paid for under a separate Bid item. The depth of inlet will vary from the minimum shown on
Drawing 01-975-41A to the amount specified. The prices bid shall apply for all inlet depths as actually installed. The cost of concrete encasement at the sewer main, where necessary, shall be included in the prices bid for inlets.
Rock excavation for utility trenches shall be paid at the price bid, if listed separately. Such price bid may either be per linear foot regardless of trench depth or on a cubic yard basis as measured in place. If not included in the Bid, it shall be considered incidental and included in the price bid for adjacent Work.
Rock excavation, if paid for separately, shall include the cost of hauling and disposal of excavated rock and furnishing and placing backfill material and will be in addition to the prices bid for utility or street installations and appurtenances thereto.
11.9 SPECIAL BEDDING AND CONCRETE CRADLE
Where ENGINEER determines that unstable soils are present and are not CONTRACTOR’s fault, payment for special bedding will be made. The price bid for special bedding shall include excavation for the bedding and furnishing and placing the bedding material.
The price bid for concrete cradle shall include forming, sheeting, excavation, and all materials for installation as shown on the Drawings. Measurement of concrete cradle will be made within the trench width for the depth as shown on the Drawings or requested by ENGINEER.
Special bedding and concrete cradle, where requested, will be paid for in addition to the prices bid for utility installations.
11.10 GRANULAR BACKFILL
The cost of granular backfill shall be included in the prices bid for utility installations and appurtenances where shown on the Drawings or specified. Where requested in the field by ENGINEER, payment will be made based on the prices bid measured in place following compaction. Costs shall include hauling away and disposing of material replaced by the granular backfill. Volume allowed for payment on a unit price basis shall not exceed an average trench width of 8 feet for the depth of fill placed.
Cover material and material placed within the zone of the trench where restoration materials are to be placed, such as topsoil and base course, shall not be included in the quantity measured for hauled-in granular backfill.
11.11 TRENCH SHEETING
Payment will be made only for sheeting required on the Drawings or SPECIAL PROVISIONS. The prices bid shall include the entire cost of furnishing all materials and labor for installation of the sheeting.
The cost of removal of ground water and surface water shall be included in the prices bid for utility and street construction. No separate payment will be made for dewatering.
11.13 TUNNELING, BORING, JACKING, OR BORING AND JACKING
Payment for placement of casing pipe and carrier pipe inside the casing pipe shall be for the limits as shown on the Drawings and as listed in the Bid. The prices bid shall include the cost for furnishing the casing and carrier pipes, equipment, and labor necessary for installation including jacking pits, sheeting, special Work to install the casing and carrier pipe, backfilling, and restoration of surface improvements. Placement of the carrier pipe inside the casing pipe, including blocking and filling of the annular space, shall also be included in the prices bid.
11.14 EROSION AND SEDIMENT CONTROL
Erosion and sediment control shall be paid at the various prices bid, if listed individually, or shall be included in the price bid for erosion and sediment control. If not included in the Bid, erosion and sediment control shall be considered incidental and included in the price bid for adjacent Work.
11.15 BEDDING DIKE
Bedding dike shall be paid at the prices bid, if listed separately. If not included in the Bid, it shall be considered incidental and included in the price bid for adjacent Work.
11.16 AGGREGATE SLURRY (FLOWABLE) BACKFILL
Aggregate slurry (flowable) backfill shall be paid at the prices bid, if listed separately. If individual Bid items are not provided in the Bid, it shall be considered incidental and included in the price bid for adjacent Work.
11.17 CLEARING AND GRUBBING
Cost for clearing and grubbing as described shall be paid for according to the Bid items included in the
Bid. If individual Bid items are not provided in the Bid, the cost of this Work shall be considered incidental to adjacent utility and street construction Work.
11.18 COMMON EXCAVATION
Common excavation shall be included in the price bid for the Work, if listed separately. If individual Bid items are not provided in the Bid, the cost of this Work shall be considered incidental to adjacent utility and street construction Work.
The cost for utility installations within areas where common excavation is to be performed shall not include the cost for common excavation required in this Contract for street construction.
If listed separately, the price bid shall include excavation of materials and placement and compaction of excavated materials, except topsoil, to subgrade elevations. For lump sum bids, CONTRACTOR shall be responsible to make its own computations for common excavation in compiling the price bid. No changes in payment for common excavation will be allowed unless changes in the Work to be completed have been approved by ENGINEER. If not on a unit price basis, payment for any such changes shall be determined by calculating the common excavation quantity related to the change in
Work and applying a unit price cost based on the lump sum bid and ENGINEER's original estimated common excavation quantity. For CONTRACTOR's information, ENGINEER's estimated quantity for common excavation will be noted in the Bid.
Saw cutting will be paid for according to the price bid, if listed separately. If individual Bid items are not provided, the cost of this Work shall be considered incidental.
11.19 ROCK EXCAVATION, STREETS
If listed separately, rock excavation for grading of streets or for site work shall be paid at the price bid, and shall include the hauling and disposal of the excavated rock. Such price bid will be on a cubic yard basis as measured in place by cross sectioning the rock before and after its removal. If not included in the Bid, it shall be considered incidental and included in the price bid for adjacent work.
11.20 BORROW EXCAVATION
Cost for borrow excavation shall be paid for according to the items included in the Bid. If individual Bid items are not provided in the Bid, the cost of this Work shall be considered incidental to adjacent utility and street construction Work.
11.21 EXCAVATION BELOW SUBGRADE
Payment for excavation below subgrade will only be made if excavation below subgrade is approved by
ENGINEER and only within the limits as requested. Excavation below subgrade shall be measured in place. The price bid for excavation below subgrade shall include all costs to excavate, remove, and dispose of undesirable material.
Cost for providing geotextile beneath excavation below subgrade shall be paid for in accordance with the price bid, if listed separately. If individual Bid items are not provided in the Bid, it shall be considered incidental and included in the price bid for adjacent Work.
Geotextile fabrics shall be paid at the prices bid, if listed separately. If individual Bid items are not provided in the Bid, they shall be considered incidental and included in the price bid for adjacent Work.
11.23 BASE COURSE
Payment for crushed aggregate base course shall be made at the price bid and shall include all labor, materials, and Work necessary for complete installation. Payment will be made based on weight tickets provided to ENGINEER within one week of delivery for each truckload of base course.
Fine grading shall be included in the price bid for fine grading, if listed separately. If a Bid price for fine grading is not provided in the Bid, the cost of this Work shall be considered incidental to adjacent utility and street construction Work.
Placement of base course for driveways, sidewalks, and outside the limits of a 1:1 slope from the bottom pavement or curb edge or top of shoulder edge shall not be eligible for payment unless the limits are extended on the typical section.
11.24 SALVAGED ASPHALT PAVEMENT
Cost for placement of salvaged asphalt pavement as base course shall be included in the price bid, if listed separately. This price shall include grading and compaction. Cost for salvaged asphalt milling shall include the cost of milling and transport. If a Bid price is not provided in the Bid, the cost of this
Work shall be considered incidental to adjacent utility and street construction Work.
The cost for removal of existing concrete pavement, curb and gutter, sidewalk, driveway, and pavement shall be paid for according to the price bid for these items. If a Bid price is not provided in the Bid, the cost for these removals shall be included in the price bid for adjacent utility and street construction
Concrete pavement shall be included in the price bid for the Work, if listed separately. If a Bid price is not provided in the Bid, the cost of this Work shall be considered incidental to adjacent utility and street construction Work.
11.26 CURB AND GUTTER
The prices bid for concrete curb and gutter, if listed separately, shall apply to both straight and curved curb and gutter (outside of median nose areas), to standard and reject curb and gutter, and to driveway sections at driveways and curb ramps (outside of median nose areas). Curb and gutter will be paid for through all inlets. The cost of base preparation, placing and finishing, jointing, tie bars, and utility markings, shall be included in the price bid for curb and gutter. The cost of curb and gutter placed in median nose areas shall be included in the price bid for median nose, if listed separately. If Bid prices are not provided in the Bid, the cost for these items shall be included in the cost for adjacent utility and street construction Work.
11.27 CONCRETE SIDEWALK AND DRIVEWAYS
Cost for new concrete sidewalk and driveway, if listed separately, shall be paid for according to the price bid. Price shall include grading, subgrade preparation, base material, placement, finish, and all other items necessary to complete the Work. If a Bid price is not provided in the Bid, the cost for these items shall be included in the price bid for adjacent utility and street construction Work.
Cost for replacement sidewalk and driveways shall be considered incidental to the Work.
11.28 ASPHALTIC CONCRETE PAVING
The cost for adjusting castings for new utility construction shall be considered incidental to the Work.
If existing castings are being replaced as part of the Work, the cost for adjusting the replacement castings shall be included in the price bid for the replacement castings.
Payment for adjusting new manhole castings from the finished lower course surface to finished grade and for adjusting existing castings to lower course and/or upper course grades shall be in accordance with the prices bid, if listed separately. If a Bid price is not provided in the Bid, the cost for these adjustments shall be included in the price bid for adjacent utility and street construction Work.
Providing and placing asphaltic tack coat material, if listed separately in the Bid shall include all labor, materials, and equipment necessary to provide the tack coat as specified herein. If not included in the
Bid, it shall be considered incidental to the Work.
The price bid for new asphaltic concrete lower and upper course pavement, if listed separately, will be based on the price bid for the Work. Payment will only be made for the quantities where weight tickets for each truckload have been delivered to ENGINEER within one week of placement. Price bid shall include all materials, labor, and Work necessary for complete, in-place, asphaltic concrete pavement including fine grading and ramps. Asphaltic material will not be paid for as a separate item. The price bid for asphaltic pavement shall include CONTRACTOR's costs for labor, tools, and materials to cut, excavate, and match the new Work to the existing pavement. Where a unit price is not provided, the cost for paving shall be considered incidental to the Work.
11.29 PAVEMENT STRIPING
Pavement striping, if listed separately in the Bid, shall include all labor, materials, and equipment necessary to provide the markings as specified herein, including traffic control. If not included in the
Bid, it shall be considered incidental and included in the price bid for adjacent Work.
11.30 SEEDING AND SODDING
Seeding and sodding (including topsoil), if listed separately, shall be paid for in accordance with the prices bid, which price shall be full compensation for preparing the earth bed including providing, grading, and rolling topsoil; furnishing and placing seed or sod, watering; and for all labor, equipment, tools, and incidentals necessary to complete the Work. Where prices are not provided, the cost for this
Work shall be considered incidental to the Work and included in the costs for adjacent utility and street construction Work.
11.31 MISCELLANEOUS RESTORATION
Cost for miscellaneous restoration items shall be paid for according to the prices bid, if listed separately. Where prices are not provided in the Bid, the costs shall be included in the price bid for adjacent utility and street construction Work.
11.32 BOULDER WALLS
Boulder wall will be paid for at the price bid, which price shall be full compensation for furnishing and installing the stone, for selecting the stone, preparation of the foundation, including excavation, backfilling, disposing excess materials, for all labor, tools, and equipment, and transportation necessary to complete the Work. Payment shall include the stone wall face that is buried 12 inches.
11.33 CUT BLOCK MODULAR RETAINING WALLS
Modular retaining wall will be paid for at the price bid, which price shall be full compensation for furnishing and installing the wall; preparation of the foundation, including excavation, backfilling, and disposing excess materials; and for all labor, tools, equipment, and transportation necessary to complete the Work.
Plantings, if listed separately, shall be paid for in accordance with the prices bid. The price bid for plantings shall include all items as specified herein and as shown on the Drawings. Where unit prices are not provided for, they shall be included in the cost for adjacent utility and street construction Work.
11.35 DUST CONTROL
Unless, provided for in the Bid, dust control shall be considered incidental to the Work and included in adjacent or related items of Work.
11.36 SUPPLEMENTAL UNIT PRICES
Supplemental unit prices, if listed in the Bid, shall be furnished. These prices may apply if items of Work as listed under Supplemental Unit Prices are encountered. OWNER reserves the right to accept or reject any or all of the supplemental unit prices bid. If an unreasonable Supplemental Unit Price is submitted, OWNER may reject the proposed unit price and request the Work be completed as specified in the General Conditions.
Payment for items of Work in this category will be made only for Work requested and installed.
11.37 SPECIAL ITEMS OF WORK, MATERIAL, AND EQUIPMENT
Payment for special items of Work, material, and equipment will be paid for as specified in the
11.38 MISCELLANEOUS WORK
Payment for miscellaneous Work will be paid for as specified in the SPECIAL PROVISIONS.
SECTION 12–SPECIAL PROVISIONS
The following modifies, expands, or clarifies the Standard Specifications for Utility and Street
Construction. Reference is made in this Section 12 to the specific provision of the Standard
Specifications being clarified, modified, or expanded. These SPECIAL PROVISIONS shall govern whenever there is conflict or discrepancy with the Standard Specifications and the WISDOT
The following pipe materials shall be used for Town of Brookfield Sanitary District No. 4 Projects:
Pipe Application Material
Sanitary Sewer Solid Wall PVC SDR 35
Sanitary Sewer Laterals (Types 1,2,4, and 5) Solid Wall PVC SDR 35
Water Main ≤ 12 inches
Water Main ≥ 12 inches
C 900 PVC Pipe DR 18
C 905 PVC Pipe DR 18
High Density Polyethylene (HDPE) SDR 9
Force Main ≤ 12 inches
Force Main ≥ 12 inches
Grinder Pump Sewers and Laterals
C 900 PVC Pipe DR 18
C 905 PVC Pipe DR 18
PVC Schedule 40 Pipe or PVC SDR 21 Pipe
< 4 Inches
Ductile or cast Iron Fittings for PVC Used in Water Main or Force
Fittings for Grinder Pump Sewers
Schedule 40 or 80 Fittings
HDPE SDR 9
The following valves shall be used on the Project:
Water Main ≤12 inches
Water Main >12 inches
Resilient Wedge Gate Valves
12.3___1.3.8 VALVE BOXES
Valve boxes shall be Clow three-piece ductile iron valve box, or approved equal. All valve boxes shall be American made. Valves shall be as specified in Section 1 of the Special Provisions. Valve stem extensions shall be provided for valves deeper than 8 feet.
12.4___4.4 PIPE LAYING
All water main, sewer main, water services and sanitary laterals shall have a minimum of 6.5 feet of cover.
REQUIRED LENGTH OF RESTRAINED PIPE BEYOND FITTING IN FEET
Fire Hydrant Leads
End of Line Tees (Along Branch and Run)
° Bend–Vertical Up
° Bend–Vertical Down
CONTRACTOR shall use Meg-A-Lug glands, or equal, to restrain joints in lieu of reaction backing as specified in Section 1.2.8, and to tie all fittings of pressure pipe. Meg-A-Lug Series 2800 shall be used for PVC force main and Series 1700 or ductile iron force main. Joints in piping on either side of fittings shall be restrained in accordance with the table as shown in these Special Provisions.
All plugs, caps, tees, and bends, unless otherwise specified, shall be provided with thrust restraint.
The directionally drilled pipe shall be manufactured a high density high molecular weight polyethylene resin which conforms to ASTM D-1248 and meets the requirements for Type III, Class B, Grade P34,
Category 5, and has a PPI rating of PE 3408 when compounded. The pipe produced from this resin shall have a minimum cell classification of 345444D or E (inner wall shall be light in color) under ASTM
A certificate of “Compliance with Specification” shall be furnished for all materials to be supplied.
Test reports prepared by an independent testing laboratory shall be provided certifying that polyethylene pipe conforms to the requirements of ASTM D1248 and ASTM D3350.
Where pipe sizes are shown on the drawings, they refer to the minimum outside diameter required. Minimum wall thicknesses shall conform to the table below. Note: Thicknesses are expressed as a function of outside diameter in this table and shall be measured in accordance with ASTM D2122. The minimum pipe wall thickness utilized shall be SDR 9.
Minimum Wall Thickness
Safe Pull Strength
Subject to compliance with the complete requirements of these specifications, manufacturers offering
HDPE pipe products that may be incorporated into the work include Performance Pipe, Poly Pipe, or equal.
FUSION WELDING. Polyethylene pipe shall be joined using the butt fusion welding process. Provide a fused flanged adapter with ductile iron follower flange and a ductile iron flanged pipe for interconnections with ductile iron and/or PVC piping.
CONTRACTOR may use a drilling fluid which is completely biodegradable. Clay based drilling fluids will also be allowed. Drilling fluid shall be subject to the review of OWNER. CONTRACTOR shall provide his own clean water for drilling fluid. At no time shall the drilling fluid be discharged to a surface water.
This includes drilling fluid that may surface along the directionally drilled pipe route. CONTRACTOR shall provide other drilling fluids or procedures as needed to prevent a discharge of drilling fluids to surface waters at no additional cost to OWNER.
The boring unit shall have a tracking device which is capable of providing depth and location at all points of the boring path. Record drawings showing horizontal and vertical locations of the conduit shall be created by CONTRACTOR based on the tracker information and submitted to OWNER. a. FINISHED PIPE. CONTRACTOR shall submit detailed information to OWNER of the procedure and the steps to be followed for the installation of the directional drilling method selected, even if the process is named in the specification. All such instructions and procedures submitted shall be carefully followed during installation. Any proposed changes in installation procedures shall require submittal of revised procedures.
The installed pipe shall be continuous over the entire directionally drilled length and shall be free from visual defects, such as foreign inclusions, concentrated ridges, discoloration, pitting, varying wall thickness, and other deformities. Pipe with gashes, nicks, abrasions, or any such physical damage which may have occurred during storage and/or handling, which are deeper than 10% of the wall thickness shall not be used and shall be removed from the construction site. b. PIPE JOINTING. Sections of polyethylene pipe shall be assembled and joined on the job site above ground. Pipe ends to be joined shall be cut square, then joined, by the heating and buttfusion method in strict conformance with the manufacturer’s printed instructions.
The butt-fusion method for pipe jointing shall be carried out in the field by operators with prior experience in fusing polyethylene pipe with similar equipment using proper jigs and tools per standard procedures outlined by the pipe manufacturer. These joints shall have a smooth, uniform double-rolled back bead made while applying the proper melt, pressure, and alignment.
It shall be the sole responsibility of CONTRACTOR to provide an acceptable butt-fusion joint.
The replacement pipe shall be joined on the site in appropriate working lengths near the insertion pit. c. INSERTION OR ACCESS PITS. The location and number of insertion or access pits shall be planned by CONTRACTOR and submitted in writing prior to excavation. The pits shall be located such that their total number shall be minimized and the length of replacement pipe installed in a single pull shall be maximized. The maximum length of continuous liner shall not exceed the pipe bursting system manufacturer’s recommendations.
Upon completion of the directional drilling operation by CONTRACTOR, CONTRACTOR shall backfill the excavation, perform clean up and all site restoration, as indicated on the drawings.
All surfaces shall be restored in kind with thicknesses matching those removed. d. PROCESS LIMITATIONS. Though the installation process may be licensed or proprietary in nature, CONTRACTOR SHALL NOT change any material, thickness, design values, or procedures stated or approved in the submittals. CONTRACTOR shall submit, in writing, full details about component materials, their properties and installation procedures, and abide by them fully during the entire course of the project.
All allowable directional drilling methods are considered to be structurally equal processes as far as end product required. The minimum required performance criteria, and/or standards, physical/structural properties, chemical resistance tests, and the replacement pipe thicknesses as given in this specification shall be strictly complied with.
CONTRACTOR shall attach a 7 by 9 1/4-inch vinyl-covered galvanized, air craft cable pulled with the directional drilling operation as tracer wire. Air craft cable shall be attached to the pipe at 20-foot intervals. Tracer wire shall be successfully tested before acceptance.
12.7___4.5 SEWER SERVICE BRANCH AND LATERAL INSTALLATION
Laterals shall be sized to provide each structure with sanitary service. All laterals shall be installed with a minimum 2% slope, and enter the sewer main at a wye fitting not through a manhole.
12.8___5.2 GRANULAR BACKFILL
Granular backfill shall be used under any pavement, concrete, gravel or any structure within the rightof-way and shall be crushed limestone.
12.9___8.1 ASPHALTIC PAVEMENT–GENERAL
All requirements set forth by the Town of Brookfield shall be followed.
12.10___8.3 ASPHALTIC CONCRETE PAVING
CONTRACTOR shall remove bituminous paving and road surface as a part of the general excavation.
The width of pavement removed shall be the minimum possible, and acceptable, for convenient and safe installation of structures, utilities, and appurtenances. All bituminous pavement shall be cut on neat, straight lines and shall not be damaged beyond the limits of the excavation. Should the cut edge be damaged, a new cut shall be made in neat, straight lines parallel to the original cut encompassing all damaged areas. Pavement removal shall be extended to a seam or joint if seam or joint is within 3 feet of damaged pavement.
All pavement and gravel replacement shall be in accordance with WisDOT Specifications and as follows.
Pavement replacement shall consist of 4-inch-thick bituminous concrete pavement or existing thickness, whichever is greater, placed on 9 inches of crushed stone base or existing thickness, whichever is greater.
The bituminous concrete pavement shall conform to the requirements of Section 2.7.3(b) 1, and shall be made up of a 2 1/4-inch thick binder course and a 1 3/4-inch thick surface course. If additional depth is required to match existing, it shall be made up of 2-inch lifts of binder course.
The crushed aggregate base shall be 12 inches of 1 1/2-inch graded crushed aggregate, limestone only, in conformance to the requirement of Section 6.43.7, compacted in accordance with WisDOT Specifications.
CONTRACTOR is cautioned that existing private and public roads, driveways, and shoulders may not hold up to typical construction traffic or activities. CONTRACTOR shall repair all roads, shoulders, driveways, and graveled areas damaged in accordance with this Specification.
12.11___9.1 RESTORATION AND SITE WORK–SCOPE
All areas shall be restored to preconstruction condition or better. All restoration shall conform to Town of Brookfield restoration requirements.
12.12___10.3 TRAFFIC CONTROL
CONTRACTOR shall comply with the requirements of Section 01560.
12.13___1.2.9 IRON FITTINGS
Fittings shall be as specified in Section 1.2.9. All fittings shall be wrapped with polyethylene encasement.
12.14___1.3.1 GATE VALVES
Gate valves shall conform to AWWA C-509 and include a non-rising stem, be mechanically jointed and open counterclockwise. All Gate valves shall be M&H Valve company 4067-01, American Flow Control
Series 2500, Kennedy 4571, Clow F-6100 or an approved equal.
12.15___1.3.2 BUTTERFLY VALVES
Butterfly valves shall meet the requirements of AWWA C-504. All butterfly valves shall have mechanical joint ends, turn counterclockwise to open and have a 2-inch-square operating nut. Butterfly valves shall be M&H 450, Pratt Groundhog HP 250, Clow Style 2810, K-Flo 506 or an approved equal.
12.16___1.3.6 CORPORATION STOPS, CURB STOPS, AND TAPPING SADDLES
Corporation stops used for HDPE shall be compressing fittings, Mueller B25008, Ford F1001,
A.Y. McDonald 4701-22 or an approved equal with stainless steel stiffeners. If copper services are requested, corporation stops shall be Mueller B-25000, Ford F600, A.Y. McDonald 4701 or an approved equal.
Curb Stops for HDPE shall be compressing fittings, Mueller H-10300, Ford EM 2-65-56, A.Y. McDonald
6104-22 or an approved equal with stainless steel stiffeners. If copper services are requested, curb stops shall be Mueller H15154, Ford B22-M, A.Y. McDonald 6104 or an approved equal.
Tapping saddles for service lines shall be Romac 202N, or Smith Blair 317.
12.17___1.3.9 CURB BOXES
Curb Boxes shall be Minneapolis Pattern, Mueller H-10300, Ford EM 2-65-56, A.Y. McDonald 5614 or an approved equal.
12.18___1.3.7 FIRE HYDRANTS
Fire hydrants shall be Waterous WB-67 Pacer, painted red, with a minimum 7-foot bury depth. All hydrants shall be marked with a 5-foot tall HYDRAFINDER marker flag. The marker flag shall be springload, fiberglass colored red and white.
12.19___1.7 MANHOLE CASTINGS
Sanitary sewer manholes shall be Neenah R1661-B (non-modernized) or East Jordan 1641. Manhole
Castings shall be self sealing, have concealed pick holes and no vents. Bolt down castings shall be used inside flood plain areas or where requested by the Sanitary District.
Internal Chimney seals shall be used on all manholes.
External joint wraps shall be used for all joints within 2 feet of the water table. External wraps shall be
Caddiloc, Inc, Esky-Wrap, Mac Wrap or an approved equal.
All fill is to be compacted in place in uniform layers using self-propelled hydrostatic drive vibratory sheeps foot rollers. Lift height in clay soils shall not exceed 6 inches, lift height in glacial till shall not exceed 12 inches. Compaction within 3 feet of subgrade on paved surfaces shall be at least 95%, all other areas shall be 90%. Compaction shall be determined by the modified proctor method.
All fill placement shall be subject to testing for compliance with the compaction requirements. Any areas of fill that do not meet the compaction requirements specified shall be reexcavated and compacted.
All buried ductile iron piping, fittings and copper water services shall be polyethylene encased in accordance with AWWA C105. Polyethylene encasement shall be a minimum eight mil thickness.
On all water main, water services, sewer main, sewer laterals shall and fire hydrant leads tracer wire shall be installed. Tracer wire shall be NEC type THWN, 600 volts, No. 10 AWG solid copper wire plastic coated and designed for underground use. Tracer wire shall be carefully placed along the top of the pipe and security taped to the pipe in three locations along the pipe. Tracer wire on all water and sanitary services shall extend from the main to the exterior of the building. Where tracer wire terminates underground, the last 1 foot of plastic coating shall be stripped from the end. The tracer wire shall be wrapped around a 1 foot piece of uncoated rebar and buried.
12.24___TRACER WIRE ACCESS BOX
Tracer wire shall be brought to grade inside a PVC pipe extension placed inside a tracer wire access box. Tracer wire access boxes shall be Valvco or equal and marked “water” or “sewer.” Tracer wire access boxes shall be located on each water service, each sanitary lateral, and within 6 inches of all fire hydrants. Tracer wire access boxes shall be no more than 1200 feet apart using the above locations. Should more than 1,200 feet of space occur, additional boxes shall be installed, centered on the utility main.
If tracer wires need to be spliced together, they shall be done with an 8 AWG brass split bolt connector.
Wire connectors shall be sealed with 3M Scotch Vinyl Mastic Pad and two layers of polyethylene wrap.
Where proposed sewer is being connected with existing sewer main at a manhole, the proposed pipe shall have a concrete bulkhead or plug inserted. This plug shall be maintained daily to ensure construction debris and ground water does not enter the existing sewer system. Once the pipe has been tested the plug/bulkhead shall be removed.
All casing pipe shall meet the requirements of E-80 loading with minimum yield strength of
35,000 pounds per square inch. Wall thickness designations for steel casing pipe for E-80 loading are:
14 and Under
Min. Thickness for Coated
20 and 22 0.281 0.344
34 and 36
38, 40 and 42
44 and 46
Insulation shall be used on all pipes with less than 5.5 feet of cover. Insulation shall be 2-inch extruded polyethylene foam insulation placed as shown on the standard detail drawing 01-975-163A. Care shall be taken not to damage the insulation while backfilling and compacting. If damage does occur to the insulation it shall be removed and replaced.
12.28___10.2.3 MANHOLE TESTING
All sanitary manhole shall be vacuum tested. A vacuum pump capable of creating the required head condition and a pressure gauge graduated to 0.10 in. of mercury (.10 PSI) shall be used to measure vacuum pressure.
The test head shall be applied at the top of the manhole excluding casting and lid, in accordance with manufacturer’s recommendations. A vacuum of 10 in. of mercury (4.90 PSI) shall be drawn on the manhole and held. The time shall be measured for the vacuum to drop to 9 in. of mercury (4.41 psi).
The manhole shall pass if the time for vacuum reading to drop from 10 inches of mercury (4.90 PSI) to
9 inches of mercury (4.41 PSI) meets or exceeds the values in the following table.
Manhole Diameter (in.)
42 48 54
Time in seconds
17 20 23
60 63 72
26 29 33
33 36 41
39 43 49
46 51 57
52 58 67
59 65 73
65 72 81
72 79 89
78 87 97
If the manhole fails to test, necessary repairs shall be made to the manhole and then retested until a satisfactory test is obtained.
12.29___10.2.4 TELEVISED INSPECTION
All public sewers installed shall be televised, as part of the project, according to section 10.2.4 and a copy submitted to the Town of Brookfield Sanitary District No. 4.
12.30___10.2.6 WATER MAIN DISINFECTION
Two passing bacteriological tests shall be obtained by the contractor. Samples shall be taken 24 hours apart. Should one sample not be safe, the sampling and testing shall start from the beginning. Copies of testing reports shall be sent to ENGINEER once they are received.
Any utility main installed, that will be maintained by the Town of Brookfield Sanitary District No. 4 shall be within a utility easement. The easement description and an easement figure shall be provided to the
Sanitary District prior to construction.
12.32___REPLACEMENT OF DAMAGED INFRASTRUCTURE
Wherever any sidewalk, driveway, curb, gutter, sewer main, water main, service lateral, or pavement has been damaged or removed by CONTRACTOR, whether as a normal part of construction activities, deliberately, or through failure to carry out the requirements of the appropriate codes, the Contract
Documents, or the specific direction of OWNER relative to their protection, or through failure to employ usual or reasonable safeguards, such existing improvements shall be replaced or repaired at
CONTRACTOR’s expense. OWNER shall have the option of ordering CONTRACTOR to make the necessary repair or replacement at its own expense, or to have such repair or replacement done by
OWNER and the cost reimbursed by CONTRACTOR.
In the event that CONTRACTOR’s dewatering operation adversely affects private water supply systems, CONTRACTOR shall provide property owners with alternative potable and nonpotable supplies until dewatering operations are ceased and groundwater levels return to normal. If the water in private water supply wells is contaminated, through no fault of CONTRACTOR, after restoration of original groundwater levels, OWNER will provide measures to restore water potability. CONTRACTOR is responsible for restoration of the water supply, not its potability after restoration.
See Section 3.3 for other dewatering requirements.
END DIVISION 20
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