33 41 00 Storm Drainage Am4.pdf

Pine Hollow Stream Removal Project Allegheny County, PA

Section 33 41 00 Page 1 W911WN-10-B-0010 Revised by Amendment 0003

SECTION 33 41 00

STORM DRAINAGE UTILITIES

PART 1 GENERAL

1.1 APPLICABLE PUBLICATION

(PADOT) Pennsylvania Department of Transportation Standard Publication 408, Highway Construction Specifications, most recent and all revisions thereof and amendments to.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 198 (2008) Standard Specification for Joints for

Concrete Pipe, Manholes and Precast Box Sections Using Preformed Flexible Joint Sealants

ASTM INTERNATIONAL (ASTM)

ASTM A 123/A 123M (2009) Standard Specification for Zinc (Hot-

Dip Galvanized) Coatings on Iron and Steel Products

ASTM C 139 (2005) Standard Specification for Concrete

Masonry Units for Construction of Catch Basins and Manholes

ASTM C 231 (2009a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 270 (2008a) Standard Specification for Mortar for

Unit Masonry

ASTM C 32 (2009) Standard Specification for Sewer and

Manhole Brick (Made from Clay or Shale)

ASTM C 443 (2005a) Standard Specification for Joints for

Concrete Pipe and Manholes, Using Rubber Gaskets

ASTM C 55 (2006e1) Concrete Brick

Section 33 41 00 Page 2

ASTM C 62 (2008) Building Brick (Solid Masonry Units

Made from Clay or Shale)

ASTM C 877 (2008) External Sealing Bands for Concrete

Pipe, Manholes, and Precast Box Sections

ASTM D 1056 (2007) Standard Specification for Flexible

Cellular Materials - Sponge or Expanded Rubber

ASTM D 1171 (1999; R 2007) Rubber Deterioration - Surface

Ozone Cracking Outdoors or Chamber (Triangular Specimens)

ASTM D 1751 (2004; R 2008) Standard Specification for

Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types)

ASTM D 1752 (2004a; R 2008) Standard Specification for

Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D 1784 (2008) Standard Specification for Rigid

Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds

ASTM D 2321 (2005) Standard Practice for Underground

Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM D 3212 (2007) Standard Specification for Joints for

Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

ASTM D 3350 (2008) Polyethylene Plastics Pipe and

Fittings Materials

ASTM F 1417 (1992; R 2005) Standard Test Method for

Installation Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air

ASTM F 477 (2008) Standard Specification for Elastomeric

Seals (Gaskets) for Joining Plastic Pipe

ASTM F 679 (2008) Poly (Vinyl Chloride) (PVC) Large-

Diameter Plastic Gravity Sewer Pipe and Fittings

ASTM F 714 (2008) Polyethylene (PE) Plastic Pipe (SDR-

PR) Based on Outside Diameter

Section 33 41 00 Page 3

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Placing Pipe Printed copies of the manufacturer's recommendations for installation procedures of the material being placed, prior to installation.

Outlet Structures; G

Manholes; G

Catch Basins/inlets; G

End Walls; G

Frames, Covers and Gratings; G

PVC Pipe

Smooth Wall PE Plastic Pipe; G

Corrugated PE Plastic Pipe; G

Steps; G

SD-04 Samples

Pipe for Culverts and Storm Drains

SD-07 Certificates

Resin Certification Pipeline Testing Hydrostatic Test on Watertight Joints Determination of Density Frame and Cover for Gratings Certified copies of test reports demonstrating conformance to applicable pipe specifications, before pipe is installed.

Certification on the ability of frame and cover or gratings to carry the imposed live load.

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Delivery and Storage

Materials delivered to site shall be inspected for damage, unloaded, and stored with a minimum of handling. Materials shall not be stored directly on the ground. The inside of pipes and fittings shall be kept free of dirt

Section 33 41 00 Page 4 and debris. Before, during, and after installation, plastic pipe and fittings shall be protected from any environment that would result in damage or deterioration to the material. Keep a copy of the manufacturer's instructions available at the construction site at all times and follow these instructions unless directed otherwise by the Contracting Officer.

Solvents, solvent compounds, lubricants, elastomeric gaskets, and any similar materials required to install plastic pipe shall be stored in accordance with the manufacturer's recommendations and shall be discarded if the storage period exceeds the recommended shelf life. Solvents in use shall be discarded when the recommended pot life is exceeded.

1.4.2 Handling

Materials shall be handled in a manner that ensures delivery to the trench in sound, undamaged condition. Pipe shall be carried to the trench, not dragged.

1.5 DEFINITIONS

Reference to "Representative" within the Pennsylvania Department of Transportation Standard Specifications shall be interpreted to mean "Contracting Officer".

Reference to "Representative" within the Pennsylvania Department of Transportation Standard Specifications shall be interpreted to mean "Government".

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

Pipe for culverts and storm drains shall be of the sizes indicated and shall conform to the requirements specified.

2.1.1 PVC Pipe

In accordance with (PADOT) Publication 408, Section 601.2(a)6, THERMOPLASTIC PIPES. The pipe manufacturer's resin certification, indicating the cell classification of PVC used to manufacture the pipe, shall be submitted prior to installation of the pipe.

2.1.1.1 Smooth Wall PVC Pipe

ASTM F 679 produced from PVC certified by the compounder as meeting the requirements of ASTM D 1784, minimum cell class 12454-B.

2.1.2 HDPE Pipe

In accordance with (PADOT) Publication 408, Section 601.2(2)6, THERMOPLASTIC

PIPES.

2.1.2.1 Smooth Wall HDPE Pipe

ASTM F 714, maximum DR of 21 for pipes 3 to 24 inches in diameter and maximum DR of 26 for pipes 26 to 60 inches in diameter. Pipe shall be produced from PE certified by the resin producer as meeting the requirements of ASTM D 3350, minimum cell class 335434C. Joint shall be factory

Section 33 41 00 Page 5 installed watertight joint type, meeting ASTM F477. Joint shall meet or exceed ASTM D3212 lab test and ASTM F2487 watertight field test requirements.

2.2 DRAINAGE STRUCTURES

2.2.1 Inlets, Intakes, Outfall, and Manholes

In accordance with (PADOT) Publication 408, Section 605, ENDWALLS, INLETS, MANHOLES AND SPRING BOXES and as shown in the contract drawings.

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete

Unless otherwise specified, concrete and reinforced concrete shall conform to the requirements for Class A concrete under Section 03 30 53.10 CONCRETE FOR MINOR STRUCTURES. The concrete mixture shall have air content by volume of concrete, based on measurements made immediately after discharge from the mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds 1-1/2 inches. Air content shall be determined in accordance with ASTM C 231. The concrete covering over steel reinforcing shall not be less than 1 inch thick for covers and not less than 1-1/2 inches thick for walls and flooring.

Concrete covering deposited directly against the ground shall have a thickness of at least 3 inches between steel and ground. Expansion-joint filler material shall conform to ASTM D 1751, or ASTM D 1752, or shall be resin-impregnated fiberboard conforming to the physical requirements of ASTM D 1752.

2.3.2 Mortar

Mortar for pipe joints, connections to other drainage structures, and brick or block construction shall conform to ASTM C 270, Type M, except that the maximum placement time shall be 1 hour. Water shall be clean and free of harmful acids, alkalies, and organic impurities. The mortar shall be used within 30 minutes after the ingredients are mixed with water. The inside of the joint shall be wiped clean and finished smooth. The mortar head on the outside shall be protected from air and sun with a proper covering until satisfactorily cured.

2.3.3 Precast Concrete Segmental Blocks

Precast concrete segmental block shall conform to ASTM C 139, not more than 8 inches thick, not less than 8 inches long and of such shape that joints can be sealed effectively and bonded with cement mortar.

2.3.4 Brick

Brick shall conform to ASTM C 62, Grade SW; ASTM C 55, Grade S-I or S-II; or ASTM C 32, Grade MS. Mortar for jointing and plastering shall consist of one part portland cement and two parts fine sand. Lime may be added to the mortar in a quantity not more than 25 percent of the volume of cement. The joints shall be filled completely and shall be smooth and free from surplus mortar on the inside of the structure. Brick structures shall be plastered with 1/2 inch of mortar over the entire outside surface of the walls. For square or rectangular structures, brick shall be laid in stretcher courses

Section 33 41 00 Page 6 with a header course every sixth course. For round structures, brick shall be laid radially with every sixth course a stretcher course.

2.3.5 Precast Reinforced Concrete Manholes

Precast reinforced concrete manholes shall be in accordance with (PADOT) Publication 408, Section 605.2 and 605.3, ENDWALLS, INLETS, MANHOLES AND SPRING BOXES.2.3.6 Frames Covers and Gratings

Frames and grates for catch basins and manholes shall be in accordance with PADOT Pub. 408, SECTION 605.2(a) & (b). All casting shall be Allegheny Foundry Casting pattern No. 109 or No. 110, Neenah pattern No. R-1753, or approved equal, as shown on the Contract Drawings. Storm sewer manhole shall be stamped “STORM”.

2.3.6 Joints

2.3.6.1 Flexible Watertight Joints

a. Materials: Flexible watertight joints shall be made with plastic or rubber-type gaskets for concrete pipe. The design of joints and the physical requirements for plastic gaskets shall conform to AASHTO M 198, and rubber-type gaskets shall conform to ASTM C 443. Factory-fabricated resilient joint materials shall conform to ASTM C 425.

Gaskets shall have not more than one factory-fabricated splice, except that two factory-fabricated splices of the rubber-type gasket are permitted if the nominal diameter of the pipe being gasketed exceeds 54 inches.

b. Test Requirements: Watertight joints shall be tested and shall meet test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS. Rubber gaskets shall comply with the oil resistant gasket requirements of ASTM C 443. Certified copies of test results shall be delivered to the Contracting Officer before gaskets or jointing materials are installed. Alternate types of watertight joint may be furnished, if specifically approved.

2.3.6.2 External Sealing Bands

Requirements for external sealing bands shall conform to ASTM C 877.

2.3.6.3 Flexible Watertight, Gasketed Joints

a. Gaskets: When infiltration or exfiltration is a concern for pipe lines, the couplings may be required to have gaskets. The closed-cell expanded rubber gaskets shall be a continuous band approximately 7 inches wide and approximately 3/8 inch thick, meeting the requirements of ASTM D 1056, Type 2 A1, and shall have a quality retention rating of not less than 70 percent when tested for weather resistance by ozone chamber exposure, Method B of ASTM D 1171. Rubber O-ring gaskets shall be 13/16 inch in diameter for pipe diameters of 36 inches or smaller and 7/8 inch in diameter for larger pipe having 1/2 inch deep end corrugation. Rubber O-ring gaskets shall be 1-3/8 inches in diameter for pipe having 1 inch deep end corrugations. O-rings shall meet the requirements of AASHTO M 198 or ASTM C 443. Flexible plastic gaskets shall conform to requirements of AASHTO M 198, Type B.

Section 33 41 00 Page 7

b. Connecting Bands: Connecting bands shall be of the type, size and sheet thickness of band, and the size of angles, bolts, rods and lugs as indicated or where not indicated as specified in the applicable standards or specifications for the pipe. Exterior rivet heads in the longitudinal seam under the connecting band shall be countersunk or the rivets shall be omitted and the seam welded.

Watertight joints shall be tested and shall meet the test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.

2.3.6.4 PVC Plastic Pipes

Joints shall be solvent cement or elastomeric gasket type in accordance with the specification for the pipe and as recommended by the pipe manufacturer.

2.3.6.5 Smooth Wall HDPE Plastic Pipe

Joints for Pipe, bends and fittings shall be factory installed watertight joint type, meeting ASTM F477. Joint shall meet or exceed ASTM D3212 lab test and ASTM F2487 watertight field test requirements.

2.3.6.6 Corrugated HDPE Plastic Pipe

Joints for Pipe, bends and fittings shall be water tight type. Water tight joints shall be made using a PVC or PE coupling and rubber gaskets as recommended by the pipe manufacturer. Rubber gaskets shall conform to ASTM F 477.

2.4 POLYPROPYLENE PLASTIC MANHOLE STEP LADDER

Ladder shall be provided where the depth of the storm drainage structure exceeds 12 feet. These ladders shall be not less than 14 inches in width, with 1 inch diameter rungs spaced 12 inches apart.

In lieu of the above requirements the Contractor shall provide ladders as recommended by the drainage structure manufacturer.

2.5 RESILIENT CONNECTORS

Flexible, watertight connectors used for connecting pipe to manholes and inlets shall conform to ASTM C 923.

2.6 INSERTION TAP

Compression lateral connection fittings used for connecting PVC pipe to 60” HDPE. Fitting shall conform to ASTM 3034 for SDR 26.

2.7 HYDROSTATIC TEST ON WATERTIGHT JOINTS

2.7.1 HDPE Pipe

A hydrostatic test shall be made on the watertight joint types as proposed.

Only one sample joint of each type needs testing; however, if the sample joint fails because of faulty design or workmanship, an additional sample joint may be tested. During the test period, gaskets or other jointing material shall be protected from extreme temperatures which might adversely

Section 33 41 00 Page 8 affect the performance of such materials. Test requirements for joints in PVC and PE plastic pipe shall conform to ASTM D 3212.

2.8 EROSION CONTROL

2.8.1 Riprap

Provide Class R-5 non-erodible rock in accordance with (PADOT) Publication 408, Section 850, ROCK LINING.

2.8.2 Outlet Protection

Provide a concrete block revetment system as shown in the contract drawings. The system shall be approved by the contracting officer and installed per manufacturer’s recommendations. Provide concrete block revetment system in accordance with (PADOT) Publication 408, Section 857, CONCRETE BLOCK REVETMENT SYSTEM.

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES

Excavation of trenches, and for appurtenances and backfilling for culverts and storm drains, shall be in accordance with the applicable portions of Section 31 00 00 EARTHWORK and the requirements specified below.

3.1.1 Trenching

The width of trenches at any point below the top of the pipe shall be as shown on the drawings to permit satisfactory jointing and thorough tamping of the bedding material under and around the pipe. Sheeting and bracing, where required, shall be placed within the trench width as specified, without any over excavation. Where trench widths are exceeded, redesign with a resultant increase in cost of stronger pipe or special installation procedures will be necessary. Cost of this redesign and increased cost of pipe or installation shall be borne by the Contractor without additional cost to the Government.

3.1.2 Removal of Rock

Rock in either ledge or boulder formation shall be replaced with suitable materials to provide a compacted earth cushion having a thickness between un-removed rock and the pipe of at least 6 inches or 1/2 inch for each foot of fill over the top of the pipe, whichever is greater, but not more than three-fourths the nominal diameter of the pipe. Where bell-and-spigot pipe is used, the cushion shall be maintained under the bell as well as under the straight portion of the pipe. Rock excavation shall be as specified and defined in Section 31 00 00 EARTHWORK.

3.1.3 Removal of Unstable Material

Where wet or otherwise unstable soil incapable of properly supporting the pipe, as determined by the Contracting Officer, is unexpectedly encountered in the bottom of a trench, such material shall be removed to the depth required and replaced to the proper grade with select granular material, compacted as provided in paragraph BACKFILLING. When removal of unstable

Section 33 41 00 Page 9 material is due to the fault or neglect of the Contractor while performing shoring and sheeting, water removal, or other specified requirements, such removal and replacement shall be performed at no additional cost to the Government.

3.2 BEDDING

Bedding material of AASHTO No. 57 aggregate, Table C, Section 703.2, PADOT Publication 408 Specifications, shall be utilized. See standard detail.

Materials not acceptable as bedding includes sharp edged aggregate, earth, wet granulated slag, and open hearth slag.

3.2.1 Concrete Pipe Requirements

When necessary, the bedding shall be tamped. Bell holes and depressions for joints shall be not more than the length, depth, and width required for properly making the particular type of joint.

3.2.2 Plastic Pipe

Bedding for PVC and PE pipe shall be as shown on the drawings.

3.3 PLACING PIPE

Each pipe shall be thoroughly examined before being laid; defective or damaged pipe shall not be used. Plastic pipe shall be protected from exposure to direct sunlight prior to installation, if necessary to maintain adequate pipe stiffness and meet installation deflection requirements.

Pipelines shall be laid to the grades and alignment indicated. Proper facilities shall be provided for lowering sections of pipe into trenches.

Pipe shall not be laid in water, and pipe shall not be laid when trench conditions or weather are unsuitable for such work. Diversion of drainage or dewatering of trenches during construction shall be provided as necessary. Deflection of installed flexible pipe shall not exceed the following limits:

MAXIMUM ALLOWABLE

TYPE OF PIPE DEFLECTION (%)

Plastic 7.5

Not less than 30 days after the completion of backfilling, the Government may perform a deflection test on the entire length of installed flexible pipe using a mandrel or other suitable device. Installed flexible pipe showing deflections greater than those indicated above shall be retested by a run from the opposite direction. If the retest also fails, the suspect pipe shall be replaced.

3.3.1 Corrugated HDPE Pipe

Laying shall be with the separate sections joined firmly on a bed shaped to line and grade and shall follow manufacturer's recommendations.

3.4 CAPPING OF EXISTING STORM PIPE

Capping of existing storm pipe shall be performed, as indicated, in accordance with the detail shown in the contract documents.

Section 33 41 00 Page 10

3.5 DRAINAGE STRUCTURES

3.5.1 Manholes, Catch Basins, and Inlets

Construction shall be in accordance with PADOT Pub. 408, 605.3 and the product manufacturer's specifications.

3.5.2 Catch Basins and Inlet Schedule for Construction

Catch Basins and Inlets shall not be installed nor connected to the mainline storm sewer until Awardable Option A has been awarded and constructed.

3.6 BACKFILLING

3.6.1 Backfilling Pipe in Trenches

Backfilling shall be in accordance with Section 31 00 00 EARTHWORK.

3.6.2 Backfilling Pipe in Fill Sections

Backfilling shall be in accordance with Section 31 00 00 EARTHWORK.

3.6.3 Movement of Construction Machinery

When compacting by rolling or operating heavy equipment parallel with the pipe, displacement of or injury to the pipe shall be avoided. Movement of construction machinery over a culvert or storm drain at any stage of construction shall be at the Contractor's risk. Any damaged pipe shall be repaired or replaced.

3.7 COMPACTION

3.7.1 General Requirements

Compaction shall be in accordance with Section 31 00 00 EARTHWORK.

Cohesionless materials include gravels, gravel-sand mixtures, sands, and gravelly sands. Cohesive materials include clayey and silty gravels, gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays, silts, and very fine sands. When results of compaction tests for moisture-density relations are recorded on graphs, cohesionless soils will show straight lines or reverse-shaped moisture-density curves, and cohesive soils will show normal moisture-density curves.

3.8 MINIMUM DENSITY

Minimum densities shall be in accordance with Section 31 00 00 EARTHWORK.

3.8.1 Determination of Density

Testing is the responsibility of the Contractor and performed at no additional cost to the Government. Testing shall be the in accordance with Section 31 00 00 EARTHWORK.

3.9 DEFLECTION TESTING

Section 33 41 00 Page 11

Perform a deflection test on entire length of installed plastic pipeline on completion of work adjacent to and over the pipeline, including leakage tests, backfilling, and placement of fill, grading, paving, concreting, and any other superimposed loads. Deflection of pipe in the installed pipeline under external loads shall not exceed 4.5 percent of the average inside diameter of pipe. Determine whether the allowable deflection has been exceeded by use of a pull-through device or a deflection measuring device.

a. Pull-through device: This device shall be a spherical, spheroidal, or elliptical ball, a cylinder, or circular sections fused to a common shaft. Circular sections shall be so spaced on the shaft that distance from external faces of front and back sections will equal or exceed diameter of the circular section. Pull-through device may also be of a design promulgated by the Uni-Bell Plastic Pipe Association, provided that the device meets the applicable requirements specified in this paragraph, including those for diameter of the device. Ball, cylinder, or circular sections shall conform to the following:

1. A diameter, or minor diameter as applicable, of 95 percent of the average inside diameter of the pipe; tolerance of plus 0.5 percent will be permitted.

2. A homogeneous material throughout, with a density greater than

1.0 as related to water at 39.2 degrees F, and a surface Brinell hardness of not less than 150.

3. Center bored and through bolted with a 1/4 inch minimum diameter steel shaft having yield strength of not less than 70,000 psi, with eyes or loops at each end for attaching pulling cables.

4. Each eye or loop shall be suitably backed with a flange or heavy washer such that a pull exerted on opposite end of shaft will produce compression throughout remote end.

b. Deflection measuring device: Sensitive to 1.0 percent of the diameter of the pipe being tested and accurate to 1.0 percent of the indicated dimension. Deflection measuring device shall be approved by the Contracting Officer prior to use.

c. Pull-through device: Pass the pull-through device through each run of pipe, either by pulling it through or flushing it through with water. If the device fails to pass freely through a pipe run, replace pipe which has the excessive deflection and completely retest in same manner and under same conditions as specified.

d. Deflection measuring device procedure: Measure deflections through each run of installed pipe. If deflection readings in excess of 4.5 percent of average inside diameter of pipe are obtained, retest pipe by a run from the opposite direction. If retest continues to show a deflection in excess of 4.5 percent of average inside diameter of pipe, remove pipe which has excessive deflection, replace with new pipe, and completely retest in same manner and under same conditions.

e. Warranty period test: Pipe found to have a deflection of greater than 5 percent of average inside diameter when deflection test is

Section 33 41 00 Page 12 performed just prior to end of one-year warranty period shall be replaced with new pipe and tested as specified for leakage and deflection.

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