Material_Specifications.pdf

DU 301

301 WATER CONTROL STRUCTURES

301.l0 DESCRIPTION

The work of this section shall include the supply of all labor, materials, and equipment required to complete the installation of the water control structures as called for on the drawings and/or specified herein. These water control structures may include but are not limited to the following:

a) Stoplog control structures

b) Gate control structures

c) Fixed level control structures

d) Any other structures specified on the plans

This work shall consist of coupling the structure to the pipe; excavation; bed preparation; installation of structure and associated hardware with the use of a concrete base pad or form, reinforcement, and concrete placement, or framing and supports as shown on the plans. Work shall also include the supply, placing and compaction of backfill to the lines and grades shown on the drawings or as specified.

301.20 MATERIALS

301.21 SUPPLY OF MATERIALS

Unless otherwise specified, the Contractor shall supply all couplers, nuts, bolts, riser controls, stoplog channels, sealants, and all accessories necessary to complete the installation as shown on the plans or recommended by the material manufacturer.

The structure material, diameter and length shall be as specified on the plans. Unless otherwise specified, the structure shall adhere to the aluminum corrugated metal specification as listed below. All culverts, inlet and outlet pipes, and appurtenances shall match the material and coating of the base riser unless otherwise specified on the plans. All materials supplied by the Contractor shall be subject to inspection by the Engineer.

The following specifications for each material type shall be adhered to.

1) Aluminum corrugated metal pipe risers. The minimum acceptable series for aluminum CMP shall be 3000 Series. The material shall meet the requirements of AASHTO M197.

a) Pipe shall be close riveted or of a "lock seam" construction. Unless otherwise specified all pipes shall have a 2-2/3" x 1/2" corrugation. The gauge of the pipe shall be as follows unless otherwise specified on the plans:

Pipe Diameter

2-2/3” x ½” Corrugations Metal Thickness

3” x 1” Corrugations Metal Thickness

12"-21" 14 NA

24"-36" 12 14 42"-54" 10 12 60"-96" 8 10

b) All welds shall be 3/16” fillets unless otherwise specified on the plans and should conform to Welded Joint Requirements of the latest edition of the AISC Manual. All bolted connections shall utilize stainless steel bolts, nuts, and washers, grade 18-8 or 304 or better.

c) The minimum acceptable series for all structural aluminum, channels, angles, plates, rounds, etc. shall be 5000 Series, unless otherwise specified.

d) The portion of the riser that will be embedded in the concrete base shall be coated with asphalt mastic prior to installation.

2) Steel corrugated metal pipe risers. Where stated as acceptable on the plans, steel corrugated metal risers shall be made of galvanized or aluminized Type II steel. Galvanized steel corrugated metal pipe shall meet the composition requirements of AASHTO M218. The aluminized Type II steel shall conform to the requirements of AASHTO M274.

a) Pipe shall be close riveted or of a "lock seam" construction. Unless otherwise specified all pipes shall have a 2 2/3" x 1/2" corrugation. The gauge of the pipe shall be as follows

2-2/3” x ½” Corrugations Metal Thickness

3” x 1” Corrugations Metal Thickness

12"-21" 16 NA

24"-36" 14 16 42"-54" 12 14 60"-96" 10 12

b) Risers made of galvanized or aluminized Type II steel shall be coated. This coating shall be a double bituminous coating (dipped or sprayed), or a 10 mil polymeric film laminate.

The coatings shall be applied to both the inside and outside of the riser. The bituminous coating shall be of double thickness and be in accordance with AASHTO M190 Type "A" Standard Specification. All spray coatings shall conform to AASHTO M243.

c) All welds shall be 3/16” fillets unless otherwise specified on the plans and should conform to Welded Joint Requirements of the latest edition of the AISC Manual.

3) Pre-cast concrete risers. Where stated as acceptable on the plans, pre-cast concrete structures shall conform to the requirements of ASTM C478. The risers shall be of the length shown on the plans. All pipe shall be connected to the riser utilizing a flexible watertight connector as approved by the Engineer.

4) Fiberglass, High Density Polyethylene (HDPE) Pipe, and Polyvinyl Chloride (PVC) Pipe Risers.

Where stated as acceptable on the plans, Fiberglass, HDPE, and PVC risers shall be approved by the Engineer and shall be of the length shown on the Plans.

a) The minimum acceptable series for all structural aluminum, channels, angles, plates, rounds, etc. shall be 5000 Series, unless otherwise specified.

b) All bolted connections shall utilize stainless steel bolts, nuts and washers, grade 18-8 or

304 or better.

c) The pipe stubs for the structure shall incorporate a gasketed bell and spigot design with the ability to accept watertight HDPE pipe. The gasketed joint shall meet the requirements of ASTM F477 with a minimum watertight performance of 10.8 psi. 36” through 60” diameters shall have a reinforced bell and spigot.

d) The structure manufacturer shall weld and/or bond all stub joints on both the interior and exterior of the riser.

e) Fiberglass risers shall be of three-piece construction. The two-piece exterior shell shall consist of two molded fiberglass shells with reinforcing ribs and flanges. The fiberglass shall be a polyester resin. The center stop gate shall be of polyethylene construction.

f) HDPE risers shall have a smooth interior and annular exterior corrugations. The Engineer shall approve the pipe utilized for the structure. The material shall meet the requirements of ASTM D3350 with a minimum cell classification 335420C. 12” to 48” risers shall meet the requirements of AASHTO M294, Type S. 54” and 60” risers shall meet the requirements of AASHTO MP7.

g) PVC risers shall meet the material requirements of ASTM D1784. 12”to 15” risers shall meet the requirements of ASTM D3034. 18” and larger diameter risers shall meet the requirements of ASTM F679.

5) Unless otherwise specified, all corrugated metal pipe connections shall be made utilizing the flange coupler as shown on the plans.

6) Where called for the plans, annular connecting bands shall be the same material and have the same coating, corrugations, and gauge as specified for the pipe that is to be connected.

a) The connecting bands shall be either 24” in width or have a minimum of nine (9) corrugations. The minimum circumferential overlap shall be six (6) inches. If helical pipe is used, a minimum of four (4) re-rolled annular corrugations shall be formed to allow the use of the annular overlapping connecting bands.

b) To provide for a watertight joint, a closed cell expanded gasket shall be used in conjunction with connecting band. The gasket shall be at least 24” in width, 3/8” thick, with an unstretched diameter ten (10) percent less than normal pipe size and shall comply with ASTM D1056, Grade SCE-43. Mastic shall be placed on each side of the gasket.

c) The binders for the connecting bands will consist of a minimum of 6 rods and tank lugs, three (3) per side, in accordance with the plans. The minimum rod diameter shall be 7/16” with ½” threads. All rods and lugs shall be stainless steel, grade 18-8 or 304 or better.

7) When called for on the plans, the Contractor shall supply to the site ready mix concrete, or site mix concrete in accordance with the specification for CAST-IN-PLACE REINFORCED CONCRETE. Forms, reinforcing steel or wire mesh, for the concrete pad for the control structure will be the responsibility of the Contractor. Installation of a concrete base for all prefabricated risers shall be considered incidental to the riser installation and no separate measurement or payment shall be made for this work.

301.22 HANDLING AND STORAGE OF MATERIALS

All materials shall be handled and stored in careful and workmanlike manner to the satisfaction of the Engineer. Any dents or depressions as a result of storage and handling during transportation or installation shall not be allowed. The Contractor shall be responsible for replacement and reinstallation of the damaged riser at his own expense.

301.30 CONSTRUCTION METHODS

301.31 CONTROL OF SURFACE/SUBSURFACE WATER

The Contractor is responsible for control of surface water, subsurface water, and drainage during the construction period. All temporary fills, crossings, and culverts necessary to promote drainage during construction will be installed and removed at the Contractor's expense prior to acceptance of the work.

Any claims arising from upstream or downstream damages as a result of the construction or failure of these temporary works will be the Contractor’s responsibility.

It is the responsibility of the Contractor to control the surface and sub-surface water and drainage in any excavation area, dewatering placement area and borrow area. Should material quality lessen through inadequate drainage, the Contractor may be directed by the Engineer to construct drainage facilities at the Contractor’s expense.

301.32 CMP, FIBERGLASS, HDPE, & PVC CONTROL STRUCTURE INSTALLATION

Prior to installation of the control structure, any protective coating that has been removed from the structure exposing the pipe shall be recoated. Welding, drilling, bolting or otherwise attaching devices, temporary or permanent, to the structure to assist in structure installation is prohibited.

The Contractor shall compact the in-situ material below the base elevation prior to assembly and erection of the structure. This bed shall be fully leveled and compacted throughout the full width and length of the trench and to the exact grade as specified, so that the structure shall be uniformly and evenly supported across its footprint.

The control structure, as delivered to the site, shall be cast-in-place into the concrete foundation. Cast-in-place concrete, reinforcing, mixing, delivery and placement shall be carried out in accordance with the specification for CAST-IN-PLACE REINFORCED CONCRETE.

The structure shall be supported with adequate falsework so as to maintain the lines and grades shown on the plans, and to maintain those lines and grades without movement, until the concrete has reached the strength as specified herein.

Care shall be taken in the placement of the concrete so as not to splash concrete on the control structure.

All concrete splashed on the structure shall be cleaned off immediately, to the satisfaction of the Engineer.

Contractor shall install the bottom stoplog as shown on the plans. All other stoplogs, slide gates, tiedowns, lock, grating, railing, and assembly tools shall be removed from the control structure prior to installation of the control structure in the concrete base. All of these items shall be re-installed after completion of structure installation.

Falsework, chairs, or supportive devices used in supporting the control structure in the formwork, and to be permanently incorporated in the concrete shall be of the same material and shall be considered as reinforcement. All such falsework, chairs, and supportive devices shall be approved by the Engineer prior to installation. No supportive devices shall protrude from the finished surface of the concrete, unless approved by the Engineer.

Culvert assembly and installation shall be carried out in accordance with the specification for CULVERT

AND PIPE INSTALLATION.

301.33 CONCRETE CONTROL STRUCTURE INSTALLATION

The Contractor shall compact the in-situ material below the base elevation prior to assembly and erection of the structure. This bed shall be fully leveled and compacted throughout the full width and length of the trench and to the exact grade as specified, so that the structure shall be uniformly and evenly supported across its footprint.

The control structure shall be set or cast-in-place to the lines and grades shown on the plans.

Reinforcement, stoplog channels, gate bolts and other items to be cast-in-place shall be installed as called for on the plans. Falsework, chairs, or supportive devices to be permanently incorporated in the concrete shall be of the same material and shall be considered as reinforcement. All such falsework, chairs, and supportive devices shall be approved by the Engineer prior to installation. No supportive devices shall protrude from the finished surface of the concrete unless approved by the Engineer.

The structure shall be finished in accordance with the specification for CAST-IN-PLACE REINFORCED CONCRETE and once completed, slide gates, stoplogs, grating or railing as specified in the plans shall be installed.

Any culvert or inlet/outlet pipe to be used in conjunction with a pre-cast or cast-in-place concrete control structure shall be installed according to the specification for CULVERT AND PIPE INSTALLATION.

That portion of the culvert, which is to be embedded in the concrete, shall have a 1/2" thick butyl or mastic gasket between the culvert and concrete. The gasket shall meet the requirements of ASTM D1056 for "RE" closed all grades while the mastic shall meet AASHTO M190 Type "A" specification.

301.34 BACKFILL

If, in the opinion of the Engineer, the site-excavated material is unsuitable for backfill, the Contractor shall supply, from an assigned borrow area, suitable impervious backfill material. No granular backfill will be allowed unless approved by the Engineer. The payment for supplying this impervious fill shall be considered incidental to the water control structure installation.

If no compaction is specified on the plans or in the specifications the Contractor shall compact the backfill to in-situ conditions or embankment compaction requirements whichever is greater.

Initial backfill shall be deposited in horizontal, uniform layers not exceeding six (6) inches in thickness before compaction, and each layer shall be thoroughly compacted throughout to ensure thorough tamping of backfill around the structure and under the haunches of the pipe stubs. This is to be achieved by hand compaction for a distance of two (2) feet from the structure. Hand compaction of fill material shall be accomplished by the application of motor driven hand tampers or other approved equipment in such a manner that every point of the surface of each layer will be compacted. Each layer will be inspected and approved by the Engineer prior to proceeding with the next layer of fill.

After the above initial backfilling has been completed and approved, the remaining backfill, consisting of suitable site material, shall be placed in layers not exceeding eight (8) inches before compaction. Each layer shall be compacted by mechanical means to a density equivalent to that of the surrounding unexcavated material. Each layer will be inspected and approved by the Engineer prior to proceeding with the next layer of backfill.

No boulders, rock, ice, snow, organic material, or debris shall be permitted in the trench. This material will be classified as unsuitable material and treated as such.

Compaction equipment or methods that produce horizontal or vertical earth pressures which may cause excessive displacements or which may damage the installation shall not be used.

Backfill shall be executed to the lines and grades shown on the plans and as specified herein. No separate measurement shall be made for backfill. Compensation shall be included as payment for water control structures.

301.35 APPURTENANCE INSTALLATION

Any appurtenances to be used in conjunction with a water control structure shall be installed according to the specification for STRUCTURE AND CULVERT APPURTENANCES.

301.40 QUALITY CONTROL

301.41 WORKMANSHIP AND MATERIALS

All workmanship and materials furnished and supplied under this specification are subject to close and systematic inspection and testing by the Engineer including all operations from the selection and production of materials through to final acceptance of the specified work. The Contractor shall be wholly responsible for the control of all operations incidental thereto, notwithstanding any inspection or approval that may have been previously given. The Engineer reserves the right to reject any materials or works, which are not in accordance with the requirements of this specification.

301.42 ACCESS

The Engineer shall be afforded full access for the inspection and control testing of materials, both at the site of work and at any plant or borrow pit used for the supply of the materials, to determine whether the materials are being supplied in accordance with this specification.

301.50 METHOD OF MEASUREMENT

Water control structure installation shall be measured on a unit basis. The unit shall be shown in the Unit Price Table of the Standard Bid Form for the pay item corresponding to this specification number. Water control structure installation shall be measured in the following manner:

1) Lump Sum (LS): Water control structure installation shall be measured on a lump sum basis of installed structure(s). No separate measurement of control structure(s) shall be made.

2) Each (EA): Water control structure installation shall be measured on an individual basis.

Measurement shall be made for each structure installed.

No separate measurement shall be made for the excavation, installation, and removal of cofferdams, dewatering, backfill, compaction, assembly and installation of pipe. This work shall be considered incidental to the water control structure installation measurement described herein.

301.60 METHOD OF PAYMENT

The completed work for water control structures, measured as specified, shall be paid for at the contract unit price. The unit price bid for water control structures shall include the supply of all equipment, materials, labor and any other incidental items necessary to install water control structures as described in this specification and shown on the plans. No payment shall be made for dewatering or the control and drainage of surface/sub-surface water.

DU 302

302 STRUCTURE AND CULVERT APPURTENANCES

302.10 DESCRIPTION

The work shall include the supply of all labor, materials, equipment and any other incidental item necessary to complete the installation of appurtenances associated with water control structures and culverts as called for on the plans and/or specified herein. These appurtenances include but are not limited to:

a) Covers, lids and trash racks for water control structures

b) Stoplogs for water control structures

c) Water control gates for structures or culverts

d) T-sections for culverts

e) Fish screens for water control structures

f) Locking rods

g) Lifting hooks

This work shall include the installation of the various appurtenances to the associated water control structure or culvert. Work shall include all hardware necessary to install the appurtenance per manufacturer's recommendations or as specified on the plans or herein.

302.20 MATERIALS

302.21 SUPPLY OF MATERIALS

Unless otherwise specified, the Contractor shall supply all required appurtenances and those accessories recommended by the material manufacturer or required to complete installation of the appurtenance. All appurtenances shall be constructed as shown on the plans.

Corrugated metal pipe appurtenances and anti-seep diaphragms shall be of the same design, material and gauge as the water control structure or culvert it is attached to.

Unless otherwise specified on the plans, all appurtenances for concrete, fiberglass, HDPE, and PVC structures shall be constructed of aluminum. The minimum acceptable series for all structural aluminum, channels, angles, plates, rounds, etc. shall be 5000 Series, unless otherwise specified. All bolted connections shall utilize stainless steel bolts, nuts and washers, grade 18-8 or 304 or better.

With the exception of the water control gates, all appurtenances shall be of the same material and color as the associated water control structure unless otherwise specified on the plans or described herein.

Painting shall consist of one shop coat of zinc base primer with two coats of alkyd enamel flat paint to both sides of the material.

302.22 HANDLING AND STORAGE OF MATERIALS

All materials shall be handled and stored in a careful and workmanlike manner to the satisfaction of the Engineer.

Any dents or damage caused by mishandling during transportation or installation shall not be allowed.

The Contractor shall be responsible for replacement and reinstallation of damaged appurtenances at his/her own expense.

DU 302

302.30 INSTALLATION

All appurtenances shall be installed per manufacturer’s recommendations or as specified on the plans or herein. Water control gates shall be installed to provide a watertight seal with the culvert. The Contractor shall install the gate with all-necessary framework and hardware to allow efficient operation of the gate.

Planking/grating, railing, and bracing shall be provided as shown on the plans or specified herein.

Anti-seep diaphragms and associated fittings shall be attached to the culvert at the stations shown on the plans. Diaphragms should be located midway between two adjacent seams or at least four feet from a field joint. Backfill operations shall be carried out as not to damage diaphragms.

302.40 QUALITY CONTROL

302.41 WORKMANSHIP AND MATERIALS

All workmanship and materials furnished and supplied under this specification are subject to close and systematic inspection and testing by the Engineer including all operations from selection and production of materials through the final acceptance of the specified work. The Contractor shall be wholly responsible for the control of all operations incidental thereto, notwithstanding any inspection or approval that may have been previously given. The Engineer reserves the right to reject any materials or works, which are not in accordance with the requirements of this specification.

302.42 ACCESS

The Engineer shall be afforded full access for the inspection and control testing of materials, both at the site of work and at any plant used for the supply of the materials, to determine whether the materials are being supplied in accordance with this specification.

302.50 METHOD OF MEASUREMENT

Appurtenances shall be measured on a unit basis. The unit shall be shown in the Unit Price Table of the Standard Bid Form for the pay item corresponding to this specification number. Appurtenances shall be measured in the following manner:

1) Incidental (INC): Supply and installation of the appurtenances shall be considered incidental to the construction and installation of the associated water control structure and no measurement shall be made. This shall apply when appurtenances is not listed on the Standard Bid Form.

2) Lump Sum (LS): Appurtenances shall be measured on a lump sum basis of installed appurtenances. No separate measurement shall be made for individual appurtenances.

3) Each (EA): Appurtenances shall be measured on an individual basis. Measurement shall be made for each appurtenance installed.

302.60 METHOD OF PAYMENT

The completed work for structure and culvert appurtenances, measured as specified, shall be paid for at the contract unit price. The unit price bid for structure and culvert appurtenances shall include supplying all materials, equipment, labor and any incidental items necessary to install appurtenances as described in this specification or shown on the plans.

DU 303

303 CULVERT AND PIPE INSTALLATION

303.10 DESCRIPTION

The work of this section shall include the supply of all labor, materials and equipment required to complete the installation of all culverts with associated earthwork called for on the drawings and/or specified herein.

This work shall consist of excavation; cofferdams and dewatering; preparing the bed for the pipe;

assembly of the pipe sections, installation of pipe sections; and backfill and compacting to the lines and grades shown on the drawings, as specified.

303.20 MATERIALS

303.21 SUPPLY OF MATERIALS

Unless otherwise specified, the Contractor will supply all materials necessary to complete the installation as shown on the plans or recommended by the material manufacturer.

All culverts and inlet and outlet pipes shall be of the diameter and length as shown on the plans. The pipe shall match the material and coating of the base riser unless otherwise specified on the plans. Unless otherwise specified, the pipe shall adhere to the aluminum corrugated metal specification as listed below.

All materials supplied by the Contractor shall be subject to inspection by the Engineer.

The following specifications for each material type shall be adhered to.

1) Aluminum corrugated metal pipe. The minimum acceptable series for aluminum CMP shall be

3000 Series. The material shall meet the requirements of AASHTO M197.

a) Pipe shall be close riveted or of a "lock seam" construction. Unless otherwise specified all pipes shall have a 2-2/3" x 1/2" corrugation. The gauge of the pipe shall be as follows

2-2/3” x ½” Corrugations Metal Thickness

3” x 1” Corrugations Metal Thickness

12"-21" 14 NA

24"-36" 12 14 42"-54" 10 12 60"-96" 8 10

b) All welds shall be 3/16” fillets unless otherwise specified on the plans and shall conform to the Welded Joint Requirements of the latest edition of the AISC Manual. All bolted connections shall utilize stainless steel bolts, nuts, and washers, grade 18-8 or 304 or better.

2) Steel corrugated metal pipe. Where stated as acceptable on the plans, all steel CMP shall be made of galvanized or aluminized Type II steel. Galvanized steel corrugated metal pipe shall meet the composition requirements of AASHTO M218. The aluminized Type II steel shall conform to the requirements of AASHTO M274.

a) Pipe shall be close riveted or of a "lock seam" construction. Unless otherwise specified all pipes shall have a 2 2/3" x 1/2" corrugation. The gauge of the pipe shall be as follows

2-2/3” x ½” Corrugations Metal Thickness

3” x 1” Corrugations Metal Thickness

12"-21" 16 NA

24"-36" 14 16 42"-54" 12 14 60"-96" 10 12

b) Pipe made of galvanized or aluminized Type II steel shall be coated. This coating shall be a double bituminous coating (dipped or sprayed), or a 10 mil polymeric film laminate.

The coatings shall be applied to both the inside and outside of the pipe. The bituminous coating shall be of double thickness and be in accordance with AASHTO M190 Type "A" Standard Specification. All spray coatings shall conform to AASHTO M243.

c) All welds shall be 3/16” fillets unless otherwise specified on the plans and shall conform to the Welded Joint Requirements of the latest edition of the AISC Manual.

3) Unless otherwise specified, all corrugated metal pipe connections shall be made utilizing the flange coupler as shown on the plans.

4) Where called for the plans, annular connecting bands shall be the same material and have the same coating, corrugations, and gauge as specified for the pipe that is to be connected.

a) The connecting bands shall be either 24” in width or have a minimum of nine (9) corrugations. The minimum circumferential overlap shall be six (6) inches. If helical pipe is used, a minimum of four (4) re-rolled annular corrugations shall be formed to allow the use of the annular overlapping connecting bands.

b) To provide for a watertight joint, a closed cell expanded gasket shall be used in conjunction with connecting band. The gasket shall be at least 24” in width, 3/8” thick, with an unstretched diameter ten (10) percent less than normal pipe size and shall comply with ASTM D1056, Grade SCE-43. Mastic shall be placed on each side of the gasket.

c) The binders for the connecting bands will consist of a minimum of 6 rods and tank lugs, three (3) per side, in accordance with the plans. The minimum rod diameter shall be 7/16” with ½” threads. All rods and lugs shall be stainless steel, grade 18-8 or 304 or better.

5) High Density Polyethylene (HDPE) Pipe. Where stated as acceptable on the plans, watertight HDPE pipe shall have a smooth interior and annular exterior corrugations. The pipe shall be approved by the Engineer and shall be of the length shown on the Plans.

a) The material shall meet the requirements of ASTM D3350 with a minimum cell classification 335420C.

b) The pipe shall incorporate a gasketed bell and spigot design. The gasket shall meet the requirements of ASTM F477 with a minimum watertight performance of 10.8 psi.

c) 12” to 48” HDPE pipe shall meet the requirements of AASHTO M294, Type S.

d) 54” and 60” HDPE pipe shall meet the requirements of AASHTO MP7.

e) 36” through 60” diameters shall have a reinforced bell and spigot. The gasket corrugation shall be reinforced with a closed cell structural foam core.

6) Pre-cast concrete pipe and box section culverts shall conform to the requirements of AASHTO M170 and AASHTO M273 respectively.

7) When called for on the plans, the Contractor shall supply to the site ready mix concrete, or site mix concrete in accordance with the specification for CAST-IN-PLACE REINFORCED CONCRETE. Forms, reinforcing steel or wire mesh, for the concrete pad for the control structure will be the responsibility of the Contractor. The installation of this concrete shall be considered incidental to the culvert installation and no separate measurement or payment shall be made for this work.

303.22 HANDLING AND STORAGE OF MATERIALS

All materials shall be handled and stored in careful and workmanlike manner to the satisfaction of the Engineer. Any dents or depressions as a result of storage and handling during transportation or installation shall not be allowed. The Contractor shall be responsible for replacement and reinstallation of the damaged pipe at his own expense.

303.30 CONSTRUCTION METHODS

303.31 CONTROL OF SURFACE/SUBSURFACE WATER

The Contractor is responsible for control of surface water, subsurface water, and drainage during the construction period. All temporary fills, crossings, and culverts necessary to promote drainage during construction will be installed and removed at the Contractor's expense prior to acceptance of the work.

Any claims arising from upstream or downstream damages as a result of the construction or failure of these temporary works will be the Contractor’s responsibility.

It is the responsibility of the Contractor to control the surface and sub-surface water and drainage in any excavation area, dewatering placement area and borrow area. Should material quality lessen through inadequate drainage, the Contractor may be directed by the Engineer to construct drainage facilities at the Contractor’s expense.

303.32 EXCAVATION

The Contractor will be required to excavate the base to the lines of excavation and to a depth of the invert elevations as shown on the plans. Base excavation shall extend a minimum of three (3) feet or one pipe diameter, whichever is greater, beyond the ends and sides of the pipe, or pipes, and the excavation shall be transitioned to meet the existing channel slopes. If necessary, the excavation shall be dewatered in order to prevent disturbing the natural soil conditions at the base of the excavation and to allow the placing and compacting of the backfill material in the dry.

Cofferdams will be required for all excavations in active watercourse channels and in areas of ground water seepage. Cofferdams must be built to withstand all the forces to which they may be subjected and shall be located such as to give sufficient clearance for the construction of cutoff trenches and/or sump pits for dewatering unless otherwise provided. Cofferdam placement, maintenance and removal shall be the responsibility of the Contractor and shall be considered as incidental to the placement of the culvert.

Dewatering shall be accomplished by constructing cut-off trenches and sump pits around the outside perimeter of the pipe beds. These shall be excavated to a depth of no less than two (2) feet below the elevation of the base of the excavation. Trenches and sump pits shall be shored and braced with cribs as necessary. The Contractor will be required to provide sufficient pumping capacity to lower and maintain the ground water approximately one (l) foot below the base of excavation.

The excavated base shall be inspected by the Engineer prior to commencement of backfilling. If the Engineer deems further excavation to be required below the bottom of the excavation line shown on the plans and specified herein, the Contractor shall excavate such additional materials as directed by the Engineer. The work involved in doing this additional excavation will be classified as extra work and will be paid for as such.

The Contractor shall not over excavate below specified lines and grades. If, in the opinion of the Engineer, the Contractor over excavates material in an area, he shall replace at his expense the over excavated material with suitable site material and compact that material to a density equal to the surrounding in-situ material, or to the satisfaction of the Engineer.

Excavated material not required as backfill shall be classified as "surplus material" and will be dealt with as shown on the plans. Unless otherwise specified, disposal of surplus material shall be considered incidental to the bid item culvert and pipe installation.

No separate payment shall be made for excavation. Compensation shall be included as payment for the bid item culvert and pipe installation.

303.33 INSTALLATION OF AND ASSEMBLY OF CULVERTS

The Contractor, after preparation of the bed, shall assemble the pipe sections, progressively in accordance with the manufacturer's instructions or as directed by the Engineer.

All pipe supplied to the site shall be inspected prior to assembly, for chipping or damage in handling and shall be repaired as directed by the Engineer. Welding, drilling, bolting or otherwise attaching devices (temporary or permanent) to the structure to assist in structure installation is prohibited.

All materials damaged, distorted by more than five (5) percent of nominal dimensions, lost, broken or deemed unsuitable due to the Contractor's method of installation, handling or from neglect shall be replaced by the Contractor at his expense.

303.34 BACKFILL

All materials to be used for bed preparation and backfill will be suitable site material as approved by the Engineer. In the event that no suitable site material is available from designated borrow areas for the pipe installation, the Contractor shall supply suitable material from an approved borrow area. The payment for placing this fill will be classified as extra work and will be paid for as such. Material used for backfill from designated borrow areas will be installed per the details specified in the specification for EMBANKMENT CONSTRUCTION. No separate payment will be made for excavation and backfill.

The Contractor shall compact the in-situ material below the invert elevations prior to assembly and erection of the pipe. This bed shall be fully leveled and compacted throughout the full width and length of the trench and to the exact grade as specified, so that the barrel of the pipe shall be uniformly and evenly supported throughout its entire length.

Initial backfill shall be deposited in horizontal, uniform layers not exceeding six (6) inches in thickness before compaction, and each layer shall be thoroughly compacted throughout to ensure thorough tamping of backfill under the haunches and around the pipe. This is to be achieved by hand compaction for a distance of two (2) feet from the pipe circumference. Hand compaction of fill material shall be accomplished by the application of motor driven hand tampers or other approved equipment in such a manner that every point of the surface of each layer will be compacted. Each layer will be inspected and approved by the Engineer prior to proceeding with the next layer of fill.

After the above initial backfilling has been completed and approved, the remaining backfill, consisting of suitable site material, shall be placed in layers not exceeding eight (8) inches before compaction. Each layer shall be compacted by mechanical means to a density equivalent to that of the surrounding unexcavated material. Each layer will be inspected and approved by the Engineer prior to proceeding with the next layer of backfill.

No boulders, rock, ice, snow, organic material or debris shall be permitted in the trench. This material will be classified as unsuitable material and treated as such.

Compaction equipment or methods that produce horizontal or vertical earth pressures which may cause excessive displacements or which may damage the installation shall not be used.

Backfill shall be executed to the lines and grades shown on the plans and as specified herein. No separate measurement shall be made for backfill. Compensation shall be included as payment for culvert and pipe installation.

303.35 ROAD SURFACE AT CULVERT CROSSING

Any road material removed as necessary for the installation of the culvert shall be replaced with material of the same quality to the width, depth, consistency and compaction of existing road on each side.

303.40 QUALITY CONTROL

303.41 WORKMANSHIP AND MATERIALS

All workmanship and materials furnished and supplied under this specification are subject to close and systematic inspection and testing by the Engineer including all operations, from the selection and production of materials, to final acceptance of the specified work. The Contractor shall be wholly responsible for the control of all operations incidental thereto notwithstanding any inspection or approval that may have been previously given. The Engineer reserves the right to reject any material or work that is not in accordance with the requirements of this specification.

303.42 ACCESS

The Engineer shall be afforded full access for the inspection and control testing of materials, both at the site of work and at any plant or borrow pit used for the supply of the materials, to determine whether the materials are being supplied in accordance with this specification.

303.50 METHOD OF MEASUREMENT

Culvert installation shall be measured on a unit basis. The unit shall be shown in the Unit Price Table of the Standard Bid Form for the pay item corresponding to this specification number. Culvert installation shall be measured in the following manner:

1) Incidental (INC): Supply and installation of the culverts shall be considered incidental to the construction and installation of the associated water control structure and no measurement shall be made. This shall apply when culvert installation is not listed on the Standard Bid Form.

2) Linear Feet (LF): Culvert installation shall be measured on a linear foot basis. The linear feet measured shall be the actual bottom length of an installed culvert size group. No measurement shall be made for couplers.

3) Each (EA): Culvert installation shall be measured on an individual basis. Measurement shall be made for each culvert installed.

No separate measurement shall be made for the excavation, installation and removal of cofferdams, dewatering, backfill, compaction, assembly and installation of pipe. This work shall be considered incidental to the culvert installation measurement described herein.

303.60 METHOD OF PAYMENT

The completed work for culvert and pipe installation, measured as specified, shall be paid for at the contract unit price. The unit price bid for culvert and pipe installation shall include supplying all materials, equipment, labor and any incidental items necessary for the installation of culverts as described in this specification. No payment shall be made for dewatering or the control and drainage of surface/sub-surface water.

DU 304

304 CAST-IN-PLACE REINFORCED CONCRETE

304.10 DESCRIPTION

The work shall include the supply of all labor, materials, and equipment necessary to complete the construction of all cast-in-place concrete as shown on the plans and/or specified herein. The work shall include, but is not limited to the following:

a) Supply, erection and removal of all formwork

b) Supply and placement of reinforcement

c) Supply, placing and curing of concrete

d) Finishing of all concrete surfaces as specified

Unless otherwise specified herein or on the plans, the materials and work shall adhere to the requirements of the American Concrete Institute’s “Specification for Structural Concrete”, ACI 301-99.

304.20 MATERIALS

304.21 CEMENT

The cement shall be Portland Cement ANSI/ASTM C150, Type II A unless otherwise specified by or acceptable to the Engineer.

304.22 ADMIXTURES

All air-entraining agents shall conform to the specifications in ASTM C260. Use of calcium chloride shall not be allowed. Use of other admixtures shall only be allowed when approved by the Engineer.

Approval will only be given when it is shown that the specified admixture will not affect the integrity of the concrete. Approved use of an admixture still requires concrete to meet specified slump, air and strength requirements.

304.23 WATER

Mixing water for concrete shall be fresh, clean, and potable.

304.24 AGGREGATES

Aggregates shall be free from dirt and organic material and shall meet the following gradation:

% Passing by Weight Aggregate Type 1” Sieve 3/4” Sieve 1/2” Sieve 3/8” Sieve #4 Sieve Coarse 100 90-100 20-55 0-15 0-5 3/8” Sieve #4 Sieve #8 Sieve #16 Sieve #30 Sieve #50 Sieve #100

Sieve Fine 100 95-100 80-100 50-85 25-60 10-30 2-10

Aggregates will be inspected and approved by the Engineer prior to use.

304.25 REINFORCING STEEL

Reinforcing steel, except as otherwise specified, shall be deformed bars rolled from new billet stock, and shall conform to the requirements of ASTM A615, Grade 60. Sizes, details and locations of bars shall be as shown on the drawings and as may be specified herein.

All reinforcing steel shall be free of all dirt, scale, oil, grease, and other coating that may reduce bonding to concrete. The required reinforcing shall be of the size and grade specified on the plans.

304.26 STORAGE AND HANDLING OF MATERIALS

Cement shall be stored off the ground in a dry location at all times.

Aggregates shall be stored separately in a manner that will prevent segregating, mixing, and intrusions of foreign materials.

Reinforcement shall be stored on skids or racks off the ground.

304.30 CONSTRUCTION METHODS

All excavation and backfill associated with concrete structures shall be conducted in accordance with the specification for EXCAVATION and the specification for WATER CONTROL STRUCTURES.

304.31 WORKMANSHIP

Work shall be supervised by a competent foreman at all times and shall be performed by skilled and experienced workmen.

304.32 MIX REQUIREMENTS

All concrete shall be either site mix or ready-mix to achieve a 4,000 psi 28 day compressive strength, a 1 to 4 inch slump, and 4 to 6 percent air entrainment.

For the installation of corrugated metal pipe risers as described in the specification for WATER CONTROL STRUCTURES, the concrete used to pour the base shall have the following design mix:

PER CUBIC YARD DESIGN MIX

6 bags cement (Portland Cement ANSI/ASTM C50, Type IIA, 94 lb. ea.)

36 gallons water (adjust for moisture in aggregate)

2875 pounds of aggregates (38% fine aggregate)

Unless otherwise noted the Contractor shall submit a concrete mix design to the Engineer for all other concrete used in construction prior to the pouring of that concrete. Acceptance of this design by the Engineer does not relieve the Contractor's responsibility to meet above strength, slump or air requirements.

304.33 MIXING AND PLACING

The Contractor shall notify the Engineer two working days in advance of any concrete pour. This advance notice will allow the Engineer to schedule the concrete testing and inspection services. No concrete shall be poured without notification or approval of the Engineer.

Concrete shall be mixed only in quantities required for immediate use. Mixing procedures shall be approved by the Engineer prior to commencement. Water may be added on site by the Contractor as needed as long as slump and air requirements are met. Failure to adhere to these requirements may result in rejection of that batch. The minimum mixing time for all site batch mixes shall be 10 minutes and 75 revolutions for all mixes delivered by transit mixers. No concrete shall be placed in forms after mixing longer than 1-1/2 hours.

The concrete temperature shall be maintained between 50oF to 90oF during all phases of mixing and placement. When weather conditions will affect the concrete temperature it shall be kept within the stated range by methods approved by the Engineer.

Cold weather concreting procedures shall include but will not necessarily be limited to; preheating of forms and subgrade prior to pouring, heating of poured concrete for a minimum of 5 days and adequate protection of poured concrete during curing. Preheating of forms and subgrade as well as poured concrete shall be done in a manner to maintain temperatures between 50oF and 90oF. All procedures shall be outlined to the Engineer for approval prior to any concrete pour.

Hot weather concreting procedures shall include but will not necessarily be limited to; temperature control of concrete materials, wetting of subgrade, forms, and reinforcement prior to concrete placement and moist curing of poured concrete. All procedures shall be outlined to the Engineer for approval prior to any concrete pour.

Formwork, falsework, and reinforcing shall be inspected and approved by the Engineer prior to concrete placement. Earth surfaces shall be firm, moist, contain no frost or ice, and be free of debris. All formwork shall be oiled or moistened prior to concrete placement.

All reinforcement shall be accurately placed to the dimensions shown on the drawings and shall be secured in place by bar supports, spacers, chairs, wiring and nails. No welding of reinforcement shall be allowed. Bars shall be located so as to have the minimum concrete cover as shown on the drawings.

Unless otherwise specified, the minimum cover shall be three inches at all times.

Where not otherwise shown or specified, bars in tension shall be lapped 36 diameters and bars in compression 24 diameters, but not less than twelve (12) inches in either case.

Bar supports and spacers shall be of steel or plastic and of suitable design and strength to hold the reinforcement accurately in place before and during the placing of concrete.

Footing reinforcement shall be supported on hychairs set on concrete blocks whose top surface is flush with the subgrade, or hung from supports above the forms with sufficient steel hangers. Steel in slabs on the ground shall be supported on hychairs to ensure its proper position in the slab. Hychairs shall be set on concrete bricks or concrete blocks whose top surface is flush with the subgrade surface.

Shop drawings and reinforcing bar shop lists shall be submitted for approval by the Engineer prior to any pour.

Concrete shall be placed by hand, buggy, trough or suitable placement method. Concrete shall not be allowed to freefall more than five feet. Concrete shall be handworked or mechanically vibrated to achieve a dense, homogenous, structure free of cold joints and honeycombing. If cold joints are necessary in pouring a structure the Contractor shall install waterstops at all such joints. All exposed edges shall be chamfered as shown on the plans. All exposed concrete not in forms shall be sealed or closed by giving these areas a float finish prior to the final broom finish.

Formwork shall not be removed until the concrete has hardened adequately to prevent surface damage and support applied loads. Forms shall remain on poured structures a minimum of 3 days unless otherwise directed by the Engineer. For cold weather concrete pours, forms shall remain on poured structures for a minimum of 5 days, unless otherwise directed by the Engineer. Under no circumstances shall backfilling occur prior to the minimum required days listed above.

304.34 FINISHING

All minor surface defects, small honeycomb areas, or broken edges shall be repaired using a drypack mortar consisting of 1 part cement and 2-1/2 parts of fine sand. Exposed steel forming ties shall be removed to a depth of one (l) inch below the planned concrete surface and the surface defect repaired with a dry pack mortar. All repairs shall be done in an efficient and timely manner after formwork is removed.

Any necessary repairs shall be made prior to application of the concrete finish coat.

All exposed concrete surfaces shall have a grout cleaned or sack rubbed finish per ACI 301-99 or have two (2) coats of a cement-based waterproofing finish, approved by the Engineer, applied. This finish shall extend to a minimum of six (6) inches below the finished backfill lines.

Concrete shall be cured by means of waterproof paper, polyethylene or placement compound. Curing treatment shall be applied after concrete surfaces are finished.

304.35 TESTING

Unless otherwise specified, the Engineer or Engineer’s representative will perform concrete testing during the course of the work to determine if specifications have been met. Testing shall include slump and air content measurements. Failure to meet specified requirements will mean rejection of that batch. In addition, four cylinders shall be made for compressive strength tests. Cylinders shall be taken randomly during a pour. Until notification by the Engineer, all cylinders shall be stored as close to the placed concrete as possible and covered from, or exposed to, the elements in the same manner as the placed concrete.

One cylinder shall be tested at 7 days and two at 28 days to determine the compressive strength. If either of the 28-day specimens fails to achieve 4000 psi, the fourth cylinder will be tested at 56 days and must achieve 4000 psi. If both cylinders achieve 4000 psi at 28 days, the fourth cylinder may be discarded.

Failure of a cylinder to meet the specified strength for any pour shall require the removal of the concrete.

In the event that the concrete does not meet the required strength, the Contractor may attempt to show that the placed concrete meets the specifications.