9-05Drainage Structures and Culverts

9-05 Drainage Structures and Culverts9-05 Drainage Structures and Culverts

9-05.0 Acceptance and Approval of Drainage Structures, and Culverts

The Drainage Structure or Culvert may be selected from the Qualified Products List or submitted using a Request for Approval of Materials (RAM) in accordance with Section 1-06 . Certain drainage materials may be accepted by the Engineer based on a modified acceptance criteria when materials are selected from the Qualified Products List (QPL). The modified acceptance criteria are defined in the QPL for each material.

9-05.1 Drain Pipe

9-05.1(1) Vacant

9-05.1(2) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)

Corrugated Iron or Steel Drain Pipe Zinc coated (galvanized) or aluminum coated (aluminized Type 2) corrugated iron or steel drain pipe shall meet the requirements of AASHTO M 36. The steel sheet thickness shall be 0.064 inch for 6-inch diameter and larger drain pipe. Zinc coated steel shall meet the material requirements of AASHTO M 218 (ASTM A929). Aluminum coated steel shall meet the material requirements of AASHTO M274 (ASTM A929).

9-05.1(2)A Coupling Bands

Coupling bands for zinc coated (galvanized) or aluminum coated (aluminized) corrugated iron or steel drain pipe shall meet the requirements of coupling bands for Type I pipe of AASHTO M 36, except that bands using projections (dimples) shall not be permitted. The bands shall be fabricated of the same material as the pipe, and with the same metallic protective treatment as the pipe. Acceptable coupling bands are the two piece helically corrugated band with nonreformed ends and integrally formed flanges and those bands meeting the requirements of

9-05.1(3) Corrugated Aluminum Alloy Drain Pipe

Corrugated aluminum alloy drain pipe shall meet the requirements of AASHTO M 196, without perforations.

9-05.1(3)A Coupling Bands

Coupling bands for corrugated aluminum alloy drain pipe shall meet the requirements of coupling bands for Type I pipe of AASHTO M 196, except that bands using projections (dimples) shall not be permitted. The bands shall be fabricated of the same material as the pipe. Acceptable coupling bands are the two piece helically corrugated band with nonreformed ends and integrally formed flanges and those bands meeting the requirements of

9-05.1(4) Vacant

9-05.1(5) PVC Drain Pipe, Couplings, and Fittings

PVC drain pipe, couplings, and fittings shall meet the requirements of AASHTO M 278. The maximum size pipe shall be 8 inches in diameter. M 41-10 Page 9-37 Drainage Structures and Culverts 9-059-05.1(6) Corrugated Polyethylene Drain Pipe, Couplings, and Fittings (Up to 10 inch) Corrugated polyethylene drain pipe, couplings, and fittings shall meet the requirements of AASHTO M 252 type C (corrugated both inside and outside) or type S (corrugated outer wall and smooth inner liner). The maximum size pipe shall be 10 inches in diameter. Corrugated polyethylene drain pipe manufacturers shall participate in the National Transportation Product Evaluation Program (NTPEP) work plan for HDPE (High Density Polyethylene) Thermoplastic Pipe and be listed on the NTPEP audit website displaying they are NTPEP compliant.

9-05.1(7) Corrugated Polyethylene Drain Pipe, Couplings, and Fittings

(12 inch Through 60 inch) Corrugated polyethylene drain pipe, couplings, and fittings 12 inch through 60 inch diameter maximum, shall meet the minimum requirements of AASHTO M 294 Type S or 12-inch through 24-inch diameter maximum shall meet the minimum requirements of AASHTO M 294 Type C. Corrugated polyethylene drain pipe manufacturers shall participate in the National Transportation Product Evaluation Program (NTPEP) work plan for HDPE (High Density Polyethylene) Thermoplastic Pipe and be listed on the NTPEP audit website displaying they are NTPEP compliant.

9-05.2 Underdrain Pipe

9-05.2(1) Vacant

9-05.2(2) Vacant

9-05.2(3) Vacant

9-05.2(4) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)

Corrugated Iron or Steel Underdrain Pipe Zinc coated (galvanized) or aluminum coated (aluminized type 2) corrugated iron or steel underdrain pipe shall meet the fabrication requirements of AASHTO M 36, except that perforations required in Class I, II, and III pipe may be located anywhere on the tangent of the corrugations provided the other perforation spacing requirements remain as specified. Zinc coated steel shall meet the material requirements of AASHTO M 218 (ASTM A929). Aluminum coated steel shall meet the material requirements of AASHTO M 274 (ASTM A929). The pipe may conform to any one of the Type III pipes specified in AASHTO M 36, and perforations in Class I, II, and III pipe may be drilled or punched. The sheet thickness shall be 0.064 inch for 6 inch and larger diameter underdrain pipe.

9-05.2(4)A Coupling Bands

Coupling bands for zinc coated (galvanized) or aluminum coated (aluminized) corrugated iron or steel underdrain pipe shall meet the requirements of coupling bands for Type III pipe of AASHTO M 36. The bands shall be fabricated of the same material as the pipe and with the same metallic protective treatment as the pipe, if metallic bands are used. Acceptable coupling bands are the two piece helically corrugated band with nonreformed ends and integrally formed flanges, universal bands (dimple bands), a smooth sleeve type coupler, and those bands meeting the requirements of Section 9-05.4(7) . Smooth sleeve type couplers may be either plastic or steel suitable for holding the pipe firmly in alignment without the use of sealing compound or gaskets. Page 9-38 M 41-10

9-05 Drainage Structures and Culverts9-05.2(5) Perforated Corrugated Aluminum Alloy Underdrain Pipe

Perforated corrugated aluminum alloy underdrain pipe shall meet the requirements of AASHTO M 196, except that the perforations may be located anywhere on the tangent of the corrugations providing the other perforation spacing requirements remain as specified.

9-05.2(5)A Coupling Bands

Coupling bands for corrugated aluminum alloy underdrain pipe shall meet the requirements of coupling bands for Type III pipe of AASHTO M 196. The bands shall be fabricated of the same material of the pipe, if metallic bands are used. Acceptable coupling bands are the two piece helically corrugated band with nonreformed ends and integrally formed flanges, universal bands (dimple bands), a smooth sleeve type coupler, and those bands meeting the requirements of Section 9-05.5(5) . Smooth sleeve type couplers may be either plastic or aluminum alloy suitable for holding the pipe firmly in alignment without the use of sealing compound or gaskets.

9-05.2(6) Perforated PVC Underdrain Pipe

Perforated PVC underdrain pipe shall meet the requirements of AASHTO M 278. The maximum size pipe shall be 8 inches in diameter.

9-05.2(7) Perforated Corrugated Polyethylene Underdrain Pipe (Up to 10 inch)

Perforated corrugated polyethylene underdrain pipe shall meet the requirements of AASHTO M252, Type CP or Type SP. Type CP shall be Type C pipe with Class 2 perforations and Type SP shall be Type S pipe with either Class 1 or Class 2 perforations. Additionally, Class 2 perforations shall be uniformly spaced along the length and circumference of the pipe. The maximum size pipe shall be 10-inch diameter. Perforated corrugated polyethylene underdrain pipe manufacturers shall participate in the National Transportation Product Evaluation Program (NTPEP) work plan for HDPE (High Density Polyethylene) Thermoplastic Pipe and be listed on the NTPEP audit website displaying they are NTPEP compliant.

9-05.2(8) Perforated Corrugated Polyethylene Underdrain Pipe (12-Inch

Through 60-Inch Diameter Maximum), Couplings, and Fittings Perforated corrugated polyethylene underdrain pipe (12-inch through 60-inch diameter maximum), couplings, and fittings shall meet the requirements of AASHTO M 294 Type CP or Type SP. Type CP shall be Type C pipe with Class 2 perforations and Type SP shall be Type S pipe with either Class 1 or Class 2 perforations. Additionally, Class 2 perforations shall be uniformly spaced along the length and circumference of the pipe. Perforated corrugated polyethylene underdrain pipe manufacturers shall participate in the National Transportation Product Evaluation Program (NTPEP) work plan for HDPE (High Density Polyethylene) Thermoplastic Pipe and be listed on the NTPEP audit website displaying they are NTPEP compliant.

9-05.3 Concrete Culvert Pipe

9-05.3(1) Plain Concrete Culvert Pipe

Plain concrete culvert pipe shall be round and shall conform to the requirements of AASHTO M 86, Class 2. M 41-10 Page 9-39 Drainage Structures and Culverts 9-059-05.3(1)A End Design and Joints All bell and spigot concrete culvert pipe shall be joined with rubber gaskets. The joints and gasket material shall meet the requirements of ASTM C990. Gasket material shall be handled and stored in accordance with Section 9-04.4(5) . The plane of the ends of the pipes shall be perpendicular to their longitudinal axes.

9-05.3(1)B Basis for Acceptance

The basis for acceptance of plain concrete culvert or drain pipe shall be on the results of three edge bearing tests performed at the manufacturer’s plant within the 90 day period immediately preceding shipment of the pipe.

9-05.3(1)C Age at Shipment

Plain concrete culvert pipe may be shipped when it meets all test requirements. Unless it is tested and accepted at an earlier age, it shall not be considered ready for shipment sooner than 28 days after manufacture when made with Type II portland cement or blended hydraulic cement, nor sooner than 7 days when made with Type III portland cement.

9-05.3(2) Reinforced Concrete Culvert Pipe

Reinforced concrete culvert pipe shall be round and conform to the requirements of AASHTO M 170 except as herein provided. The wall thickness and steel area for all classes of pipe which are of a diameter not set forth in AASHTO M 170, but within the maximum and minimum diameter limits set forth therein, shall be determined by interpolation from data given in the tables for pipes of diameters next smaller and next larger, respectively. For all classes of pipe, except Class I, which are of a diameter less than the minimum for the particular class set forth in AASHTO M 170, the minimum wall thickness shall be 1¾ inch and the steel area shall not be less than 0.06 square inch per linear foot of pipe barrel length.

9-05.3(2)A End Design and Joints

9-05.3(2)B Basis for Acceptance

The basis for acceptance of reinforced concrete pipe 60 inches in diameter and smaller shall be determined by the results of the three-edge bearing test for the load to produce a 0.01-inch crack, and testing to the ultimate load will ordinarily not be required, except as necessary to obtain samples for making the absorption test. In lieu of broken pieces of pipe obtained as above provided, 4-inch diameter cores from pipe sections selected by the Engineer may be furnished for performing the absorption test. Sections of pipe which have been tested to the actual 0.01-inch crack will ordinarily not be further load tested; and such sections which meet or exceed the required strength and quality standards may be accepted for use on the project. Acceptance of reinforced concrete pipe larger than 60 inches in diameter shall be based on inspection of the size and placement of the reinforcing steel, and, at the option of the Engineer, on compressive strength tests of 4-inch diameter cores cut from the pipe, or on compressive strength of representative test cylinders cast with and cured with the pipe. Page 9-40 M 41-10

9-05 Drainage Structures and Culverts9-05.3(2)C Age at Shipment

Reinforced concrete culvert pipe may be shipped when it meets the requirements of

9-05.3(2)D Elliptical Reinforcement

In lieu of marking circular pipe with elliptical reinforcement in accordance with AASHTO M 170, the location of the top of the pipe shall be indicated by 3-inch, waterproof, painted stripes on the inside and outside of the pipe for a distance of 2 feet from each end of the section. At the option of the Contractor, a lift hole or lift holes may be provided at the top of the pipe in lieu of the painted stripes. If one lift hole is provided, it shall be at the balance point of the pipe; and if two lift holes are provided, they shall be spaced equidistant each side of the balance point. Such holes shall not interfere with the reinforcement. After placing, open lift holes shall be filled with mortar conforming to Section 9-20.4(3) or concrete plugs before backfilling. In addition to the requirements as set forth in AASHTO M 170, it will be required on all pipe 30 inches and over in diameter with elliptical steel reinforcement that the manufacturer expose the reinforcement in not less than one of three lengths of pipe manufactured. A hole exposing the steel shall be cut on the inside of the pipe at top or bottom and a second hole on the outside, 90 degrees from the top or bottom position. After placing, holes exposing the reinforcement shall be filled with mortar conforming to Section 9-20.4(3) or concrete plugs before backfilling.

9-05.3(3) Mitered Concrete End Sections

Mitered concrete end sections shall be plain concrete conforming to AASHTO M 86 or reinforced concrete conforming to the applicable sections of AASHTO M 170 with the design requirements as listed in Table 2, Wall B, Circular Reinforcement in circular pipe, and the Standard Plans .

9-05.4 Steel Culvert Pipe and Pipe Arch

Steel culvert pipe and pipe arch shall meet the fabrication requirements of AASHTO M 36, Type I and Type II. Zinc coated steel shall meet the material requirements of AASHTO M 218 (ASTM A929). Aluminum coated steel shall meet the material requirements of AASHTO M 274 (ASTM A929).

9-05.4(1) Elliptical Fabrication

When elongated pipes are specified, circular pipes shall be fabricated 5 percent out of round to form an elliptical section. The vertical or longer axis of the elliptical section shall be clearly marked before shipping.

9-05.4(2) Mitered Ends

The ends of steel culvert pipe or pipe arch shall not be mitered unless called for in the Plans. If mitered ends are specified, the ends of culvert pipe over 30 inches in diameter shall be mitered to conform to the slope of the embankment in which the culvert is to be placed whether the culvert is constructed normal to or at an angle with the centerline of the roadway. Mitered steel pipe end sections 12 inches through 30 inches in diameter shall be of the same material and thickness and have the same protective coating as the pipe to which they are attached. Mitered pipe ends of these dimensions shall be constructed in conformance with the Standard Plans .

9-05.4(3) Vacant

9-05.4(4) Vacant

M 41-10 Page 9-41 Drainage Structures and Culverts 9-059-05.4(5) Polymer Protective Coating Polymer coated steel pipe and pipe-arch shall meet the fabrication requirements of AASHTO M 36 (ASTM A760). Polymer protective coatings shall meet the material requirements of AASHTO M 246 (ASTM A742). Polymer coating shall be mill applied to galvanized steel coils before fabrication and shall measure 10 mils thick on each side.

9-05.4(6) Vacant

9-05.4(7) Coupling Bands

Coupling bands for steel pipe shall be as shown in the Standard Plans and shall be fabricated of the same material as the pipe. Bands may be up to three nominal thicknesses thinner than used for the pipe, but not thinner than 0.064 inches or thicker than 0.109 inches. Bands shall be coated with the same metallic protective treatment as the pipe but shall not be coated with an asphalt protective treatment. Bands shall be made by the same manufacturer as the steel pipe selected for installation. Corrugations on the bands shall be the same size and shape as those on the pipes to be connected. Steel bolts and nuts for coupling bands shall meet the requirements of ASTM A307 and shall be galvanized in accordance with AASHTO M 232. Steel angles, when required for coupling bands, shall meet the requirements of AASHTO M 36. When annular corrugated bands are used to connect helically corrugated lock-seam pipe, the seam shall be welded at the pipe ends prior to recorrugating to prevent unraveling of the seam. All welds shall develop the full strength of the parent metal. Bands shall conform to the corrugations of the pipe and shall meet all applicable requirements of AASHTO M 36, with the following exceptions: Coupling bands for all sizes of steel pipe arch with 3 by 1-inch corrugations shall be 24 inches wide. Type K coupling bands shall only be used on circular culvert pipe when extending an existing culvert. Rubber gaskets shall be used and shall conform to the requirements of Section 9-04.4(3) , match the width of the band, and have a minimum thickness of 1 inch. Type K coupling bands are allowed for use on all sizes of steel pipe arch with 3 by 1-inch corrugations. Type K bands for this application shall be 24 inches wide. Rubber gaskets shall be used and shall conform to the requirements of Section 9-04.4(3) , match the width of the band, and have a minimum thickness of 1 inch. When Type K bands are used, pipe arch ends are not required to be recorrugated. Gaskets are required for all culvert installations and shall meet the requirements of

9-05.4(8) Steel Nestable Pipe

Steel nestable pipe shall meet the requirements for steel pipe of these Specifications except in the method of fabrication. Circular pipe shall be fabricated in two semicircles. Nestable pipe may be either the stitch-type as hereinafter described or the flange-type in accordance with Military Designation MIL-P-236. One longitudinal edge of each half of the stitch-type nestable circular pipe shall be notched to provide interlocking seams which will form the two segments into the full section when it is erected in the field. Hook and eye bolts, or other approved means, shall be provided to hold the segments firmly together. Individual plates shall be a minimum of 2 feet in length except for short or half sections required to complete the end section of the culvert. When protective treatment is specified in the Plans, nestable pipe shall be coated with one of the treatments as provided in Section 9-05.4(3) . Page 9-42 M 41-10

9-05 Drainage Structures and Culverts9-05.4(9) Steel End Sections

The applicable provisions of AASHTO M 36 shall apply to the construction of steel end sections, except that the end sections shall be fabricated of the same material with the same metallic protective treatment as the pipe. Asphalt coating shall not be used on steel end sections.

9-05.4(9)A Fabrication

The shape, thickness, dimensions, and number of pieces shall conform to the Standard Plans for the size and shape of pipe shown in the Plans. They shall be manufactured as integral units or so formed that they can be readily assembled and erected in place. When bolts are used for assembly, they shall be ⅜-inch diameter or larger and shall be galvanized. No field welding or riveting will be permitted.

9-05.4(9)B Galvanized Hardware

Bolts, nuts, and miscellaneous hardware shall be galvanized in accordance with the provisions of AASHTO M 232.

9-05.4(9)C Toe Plate Extensions

Toe plate extensions shall be furnished only when so designated in the Plans. When required, the toe plate extensions shall be punched with holes to match those in the lip of the skirt and fastened with ⅜ inch or larger galvanized nuts and bolts. Toe plate extensions shall be the same material and thickness as the end section and shall be fabricated of the same material with the same metallic protective treatment as the end section.

9-05.5 Aluminum Culvert Pipe

Aluminum culvert pipe shall conform to the applicable requirements of AASHTO M 196.

9-05.5(1) Elliptical Fabrication

9-05.5(2) Mitered Ends

9-05.5(3) Vacant

9-05.5(4) Vacant

9-05.5(5) Coupling Bands

Bands shall be fabricated of the same material as the pipe and shall meet all applicable requirements of AASHTO M 196, except the band thickness shall not be more than 0.105 inches or less than 0.060 inches. All other requirements of Section 9-05.4(7) shall apply.

9-05.5(6) Aluminum End Sections

The applicable provisions of AASHTO M 196 shall apply to the construction of end sections and toe plate extensions for aluminum pipes. In addition, they shall conform to the requirements of Section 9-05.4(9) . Asphalt coating shall not be used on aluminum end sections.

9-05.6 Structural Plate Pipes, Arches and Boxes

9-05.6(1) Steel Structural Plate Structures

Plates, metal bearings, flanges, members for structural reinforcement and fasteners for constructing steel structural plate pipes, arches and boxes shall conform to the requirements of AASHTO M 167 (ASTM A761) or ASTM A1113. M 41-10 Page 9-43 Drainage Structures and Culverts 9-059-05.6(2) Aluminum Structural Plate Structures Plates, extrusions and fasteners for constructing aluminum structural plate pipes, arches and boxes shall conform to the requirements of AASHTO M 219 (ASTM B746).

9-05.7 Concrete Storm Sewer Pipe

9-05.7(1) Plain Concrete Storm Sewer Pipe

Plain concrete storm sewer pipe shall conform to the requirements of AASHTO M 86, Class 2.

9-05.7(1)A Basis for Acceptance

The basis for acceptance of plain concrete storm sewer pipe shall be the same as specified in Section 9-05.3(1)B .

9-05.7(2) Reinforced Concrete Storm Sewer Pipe

Reinforced concrete storm sewer pipe shall conform to the requirements of AASHTO M 170 and shall be of the class noted in the Plans or in the Special Provisions. Section 7.3.1 of AASHTO M 170 shall be amended to require that both bells and spigots shall be reinforced in pipe 30 inches in diameter and greater. The identification of the minor axis of elliptical reinforcement shall be in accordance with

9-05.7(2)A Basis for Acceptance

The basis for acceptance of reinforced concrete storm sewer pipe shall be the same as specified in Section 9-05.3(2)B .

9-05.7(3) Concrete Storm Sewer Pipe Joints

All concrete storm sewer pipe shall be joined with rubber gaskets. The joints and gasket material shall meet the requirements of ASTM C990. Gasket material shall be handled and stored in accordance with Section 9-04.4(5) .

9-05.7(4) Testing Concrete Storm Sewer Pipe Joints

When a particular type of pipe joint design, material or joining method has not previously been tested and approved, the following test shall be made on one test length of the assembled storm sewer pipe to qualify the design, material or method of joining the pipe. At the option of the Engineer, additional testing may be requested if subsequent field testing of installed pipe indicates difficulty in obtaining properly joined pipe. The tests will be conducted at the manufacturer’s yard, and the manufacturer will be required to make such space and facilities available as required to conduct the tests.

9-05.7(4)A Hydrostatic Pressure on Pipes in Straight Alignment

Hydrostatic pressure tests on pipes in straight alignment shall be made in accordance with the procedure outlined in Section 10 of ASTM C990, except that they shall be performed on an assembly consisting of not less than three nor more than five pipe sections selected from stock by the Engineer and assembled in accordance with standard installation instructions issued by the manufacturer. The end sections shall be bulkheaded and restrained against internal pressure.

9-05.7(4)B Hydrostatic Pressure Tests on Pipes in Maximum Deflected Position

Upon completion of the test for pipe in straight alignment, the test section shall be deflected until at least two of the joints have been deflected to the maximum amount shown in the manufacturer’s standard installation instructions. When thus deflected, there shall be no leakage at the joints from an applied internal hydrostatic pressure of 5 psi. Page 9-44 M 41-10

9-05 Drainage Structures and Culverts9-05.7(4)C Hydrostatic Pressure Test on 15-Inch Diameter and Larger Pipe Under

Differential Load The test sections shall be suitably supported so that one of the pipes of the test assembly is suspended freely between adjacent pipes, bearing only on the joints. The suspended pipe shall then be loaded, at its midpoint, in addition to the mass of the pipe, in accordance with the following schedule: Diameter Load 15 inches 7,400 lbs. 18 inches 8,800 lbs. 21 inches 10,000 lbs. 24 inches and over 11,000 lbs. While under this load, the stressed joints shall show no leakage when subjected to an internal hydrostatic pressure of 5 psi. At the option of the manufacturer, ½ of the load may be applied on the bell end of the suspended pipe in lieu of the full load on the center of the suspended pipe.

9-05.8 Vitrified Clay Sewer Pipe

This material shall not be used in Washington State Department of Transportation projects unless specified in the Special Provisions. Vitrified clay sewer pipe shall conform to ASTM C700, and all joints shall be factory manufactured in accordance with ASTM C425.

9-05.9 Steel Spiral Rib Storm Sewer Pipe

Steel spiral rib storm sewer pipe shall meet the fabrication requirements of AASHTO M 36 and these Specifications. Zinc coated steel shall meet the material requirements of AASHTO M 218 (ASTM A929). Aluminum coated steel shall meet the material requirements of AASHTO M 274 (ASTM A929). The size, coating, metal, and protective treatment, if any, shall be as shown in the Plans or in the Specifications. The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer’s Certificate of Compliance stating that the materials furnished comply in all respects with these Specifications. The Engineer may require additional information or tests to be performed by the Contractor at no expense to the Contracting Agency. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam. Spiral rib storm sewer pipe shall have helical ribs that project outwardly, be formed from a single thickness of material, and conform to one of the following configurations:

9-05.9(1) Continuous Lock Seam Pipe

Pipes fabricated with a continuous helical seam parallel to the rib may be used for full circle pipe. The seam shall be formed in the flat between ribs and shall conform to Sections 7.5.1 through 7.5.3 of AASHTO M 36. M 41-10 Page 9-45 Drainage Structures and Culverts 9-059-05.9(1)A Basis for Acceptance The basis for acceptance will be a qualification test, conducted by the State Materials Laboratory, for each manufacturer of spiral rib lock seam steel pipe. Only those specific pipe sizes and gasket materials, if any, approved under the qualification test will be accepted. Continuous lock seam pipe shall be sampled and tested in accordance with AASHTO T 249.

9-05.9(2) Vacant

9-05.9(3) Coupling Bands

Coupling bands shall be of the same material as the pipe. Coupling bands and gaskets shall conform to Section 9-05.10(1) .

9-05.10 Steel Storm Sewer Pipe

Steel storm sewer pipe shall conform to the requirements of Section 9-05.4 for steel culvert pipe, except that protective coating shall be Treatment 1 or 5, and be constructed of helically corrugated lock seam pipe. When gasketed helically corrugated lock seam steel pipe is called for, and the pipe is properly sized to meet hydraulic requirements, Treatment 5 is not required.

9-05.10(1) Coupling Bands

Coupling bands shall be as shown in the Standard Plans . Bands shall be fabricated of the same material as the pipe and shall meet all applicable requirements of AASHTO M 36. Bands may be up to three nominal thicknesses thinner than used for the pipe, but not thinner than 0.064 inches or thicker than 0.109 inches. Bands shall be coated with the same metallic protective treatment as the pipe but shall not be coated with an asphalt treatment. Bands shall be made by the same manufacturer as the steel pipe selected for installation. Corrugations on the bands shall be the same size and shape as those on the pipe to be connected. Steel bolts and nuts for coupling bands shall meet the requirements of ASTM A307 and shall be galvanized in accordance with AASHTO M 232. Steel angles, when required for coupling bands, shall meet the requirements of AASHTO M 36. When annular corrugated bands are used to connect helically corrugated lock-seam pipe, the seam shall be welded at the pipe ends prior to recorrugating to prevent unraveling of the seam. All welds shall develop the full strength of the parent metal. Gaskets are required for all storm sewer installations. Gasket material for coupling bands shall meet the requirements of Section 9-04.4(3) . Gaskets for Type D bands shall match the width of the band and have a minimum thickness of ⅜ inch. O-ring gaskets for Type F bands shall have a cross-sectional diameter of 13/16 inch for pipe diameters of 36 inches or smaller and ⅞ inch for larger pipe diameters. Type K coupling bands are not allowed for storm sewer applications.

9-05.10(2) Basis for Acceptance

The basis for acceptance of steel storm sewer pipe will be the same as specified in Section

9-05.4 , except when gasketed helically corrugated lock seam steel pipe is called for. A

qualification test conducted by the State Materials Laboratory will be required for each manufacturer of gasketed helically corrugated lock seam steel pipe. Only those specific pipe sizes and gasket materials approved under the qualification test will be accepted.

9-05.11 Aluminum Storm Sewer Pipe

Aluminum storm sewer pipe shall conform to the requirements of Section 9-05.5 for aluminum culvert pipe, and the pipe shall be constructed of helically corrugated lock seam aluminum pipe. Page 9-46 M 41-10

9-05 Drainage Structures and Culverts9-05.11(1) Coupling Bands

Coupling bands for aluminum pipe shall be as shown in the Standard Plans . Bands shall be fabricated of the same material as the pipe and shall meet all applicable requirements of AASHTO M 196, except the band thickness shall not be more than 0.105 inches or less than 0.060 inches. All other requirements of Section 9-05.10(1) shall apply.

9-05.11(2) Basis for Acceptance

The basis for acceptance of aluminum storm sewer pipe will be the same as specified in Section 9-05.0 , except when gasketed helically corrugated lock seam aluminum pipe is called for. A qualification test, conducted by the State Materials Laboratory, will be required for each manufacturer of gasketed helically corrugated lock seam aluminum pipe. Only those specific pipe sizes and gasket materials approved under the qualification test will be accepted.

9-05.12 Polyvinyl Chloride (PVC) Pipe

9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer Pipe,

and Solid Wall PVC Sanitary Sewer Pipe Solid wall PVC culvert pipe, solid wall PVC storm sewer pipe, and solid wall PVC sanitary sewer pipe and fittings shall be solid wall construction and shall conform to the following requirements: For pipe sizes up to 15 inches: ASTM D3034 SDR 35 For pipe sizes from 18 to 48 inches: ASTM F679 using a minimum pipe stiffness of 46 psi in accordance with Table 1. Joints for solid wall PVC pipe shall conform to ASTM D3212 using elastomeric gaskets conforming to ASTM F477. Fittings for solid wall PVC pipe shall be injection molded, factory welded, or factory solvent cemented.

9-05.12(2) Profile Wall PVC Culvert Pipe, Profile Wall PVC Storm Sewer Pipe,

and Profile Wall PVC Sanitary Sewer Pipe Profile wall PVC culvert pipe and profile wall PVC storm sewer pipe shall meet the requirements of ASTM F794 Series 46, or ASTM F1803. Profile wall PVC sanitary sewer pipe shall meet the requirements of ASTM F794 Series 46, or ASTM F1803. The maximum pipe diameter shall be as specified in the Qualified Products List. Joints for profile wall PVC culvert pipe shall conform to ASTM D3212 using elastomeric gaskets conforming to ASTM F477, or as approved through the State Materials Laboratory. Qualified manufacturers are identified in the Qualified Products List. Qualification for each manufacturers requires joint system conformation to ASTM D3212 using elastomeric gaskets conforming to ASTM F477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties as it deems appropriate. Fittings for profile wall PVC pipe shall meet the requirements of ASTM F794 Series 46, or ASTM F1803. M 41-10 Page 9-47 Drainage Structures and Culverts 9-059-05.13 Ductile Iron Sewer Pipe Ductile iron pipe shall conform to ANSI A 21.51 or AWWA C151 and shall be cement mortar lined and have a 1-mil seal coat per AWWA C104 or a ceramic-filled, amine-cured Novalac Epoxy lining as indicated on the Plans or in the Special Provisions. The ductile iron pipe shall be Special Thickness Class 50, Minimum Pressure Class 350, or the Class indicated on the Plans or in the Special Provisions. Nonrestrained joints shall be rubber gasket type, push on type, or mechanical type, and shall meet the requirements of AWWA C111. Cast iron fittings may be used with ductile iron pipe. Saddles fastened to pipe with external bands are not acceptable on new systems. Normally, all fittings shall be the same material as the pipe being connected, except that fittings using other materials or constructed with more than one material may be used subject to the approval of the Engineer. Fittings shall have sufficient strength to withstand handling and load stresses normally encountered.

9-05.14 ABS Composite Sewer Pipe

This material shall not be used in Washington Department of Transportation projects unless specified in the Special Provisions. ABS composite pipe shall meet the requirements of AASHTO M 264. ABS composite pipe shall be provided with Type OR (flexible gasketed) joints. Rubber gasketed joints shall conform to applicable provisions of ASTM C443. Fittings for ABS composite pipe shall be specifically designed for connection to ABS composite pipe with solvent cement. Normally, all fittings shall be the same material as the pipe being connected, except that fittings using other materials or constructed with more than one material may be used subject to the approval of the Engineer. Fittings shall have sufficient strength to withstand handling and load stresses normally encountered.

9-05.15 Metal Castings

For all metal castings the producing foundry shall provide certification stating the country of origin, the material meets the required ASTM or AASHTO Specification noted in the Subsections below. The producing foundry shall detail all test results from physical testing to determine compliance to the Specifications. The test reports shall include physical properties of the material from each heat and shall include tensile, yield, and elongation as specified in the appropriate ASTM or AASHTO Specification. For AASHTO 1 M 306, Section 8, Certification is deleted and replaced with the above certification and testing requirements. Metal castings for drainage structures shall not be dipped, painted, welded, plugged, or repaired. Porosity in metal castings for drainage structures shall be considered defective and subject to rejection by the Engineer. Metal castings made from gray iron or ductile iron shall conform to the requirements of AASHTO M 306, and metal castings made from cast steel shall conform to the requirements of Section 9-06.8 . All metal castings shall meet the proof load testing requirements of AASHTO M 306.

9-05.15(1) Manhole Ring and Cover

Castings for manhole rings shall be gray iron or ductile iron and covers shall be ductile iron. All covers shall be interchangeable within the dimensions shown in the Standard Plans . All mating surfaces shall be machine finished to ensure a nonrocking fit. Page 9-48 M 41-10

9-05 Drainage Structures and CulvertsThe inside vertical recessed face of the ring and the vertical outside edge of the cover

shall be machined or manufactured to the following tolerances: Ring ± 3/32 inch Cover ± 3/32 inch All manhole rings and covers shall be identified by the name or symbol of the producing foundry and country of casting origin. This identification shall be in a plainly visible location when the ring and cover are installed. Ductile iron shall be identified by the following, “DUC” or “DI”. The producing foundry and material identification shall be adjacent to each other and shall be minimum ½-inch to maximum 1-inch high letters, recessed to be flush with the adjacent surfaces.

9-05.15(2) Metal Frame, Grate, and Solid Metal Cover for Catch Basins or Inlets

Castings for metal frames for catch basins and inlets shall be cast steel, gray iron, or ductile iron, and as shown in the Standard Plans . Castings for grates and solid metal covers for catch basins and inlets shall be cast steel or ductile iron and as shown in the Standard Plans . Additionally, leveling pads are allowed on grates and solid metal covers with a height not to exceed ⅛ inch. The producing foundry’s name and material designation shall be embossed on the top of the grate. The material shall be identified by the following: “CS” for cast steel or “DUC” or “DI” for ductile iron and shall be located near the producing foundry’s name. Grates and covers shall be seated properly to prevent rocking, including the replacement of existing covers with solid metal covers. After seating, the frame and grate or frame and cover shall be maintained as a unit. Alternate designs are acceptable provided they conform to the manufacturer’s shop drawings approved prior to Award of the Contract.

9-05.15(3) Cast Metal Inlets

The castings for cast metal inlets shall be cast steel or ductile iron, and as shown in the Standard Plans . Alternate plans are acceptable provided they conform to the fabricator’s shop drawings approved prior to Award of Contract.

9-05.16 Grate Inlets and Drop Inlets

Steel in grates, angles, and anchors for grate inlets shall conform to ASTM A36, except structural tube shall conform to ASTM A500, Grade B, and structural shapes may conform to ASTM A992. After fabrication, the steel shall be galvanized in accordance with AASHTO M 111, or galvanized with a hot-sprayed (plasma flame applied) 6 mil minimum thickness plasma coating. Steel grating shall be fabricated by weld connections. Welds, welding procedures, and welding materials shall conform with the AWS D1.1/D1.1M, latest edition, Structural Welding Code. Alternate grate designs will be permitted, with the approval of the Engineer, providing the hydraulic capacity is not decreased, the overall dimensions are the same allowing the grate to be interchangeable, and the strength is essentially equal to the grate shown in the Standard Plans or the Plans. The Contractor has the option of furnishing either cast-in-place or precast inlets unless otherwise shown in the Plans. Alternate designs are acceptable provided they conform to the fabricator’s shop drawings approved prior to Award of the Contract.

9-05.17 Aluminum Spiral Rib Storm Sewer Pipe

Aluminum spiral storm sewer pipe shall meet the fabrication requirements of AASHTO M 196 and these Specifications. Aluminum alloy shall meet the material requirements of AASHTO M 97 (ASTM B744). The size and corrugation shall be as shown in the Plans or in the Specifications. The size, metal, and protective treatment shall be as shown in the Plans or in the Specifications. M 41-10 Page 9-49 Drainage Structures and Culverts 9-05The manufacturer of spiral rib storm sewer pipe shall furnish to the Engineer a Manufacturer’s Certificate of Compliance stating that the materials furnished comply in all respects with these Specifications. The Engineer may require additional information or tests to be performed by the Contractor at no expense to the Contracting Agency. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam. Spiral rib storm sewer pipe shall have helical ribs that project outwardly, be formed from a single thickness of material, and conform to one of the following configurations:

9-05.17(1) Continuous Lock Seam Pipe

Pipes fabricated with a continuous helical lock seam parallel to the rib may be used for full circle pipe. The lock seam shall be formed in the flat between ribs and shall conform to Sections 13.2.1 through 13.2.5 of AASHTO M 196.

9-05.17(1)A Basis for Acceptance

The basis for acceptance will be a qualification test, conducted by the State Materials Laboratory, for each manufacturer of spiral rib lock seam pipe. Only those specific pipe sizes and gasket materials, if any, approved under the qualification test, will be accepted. Continuous lock seam pipe shall be sampled and tested in accordance with AASHTO T 249.

9-05.17(2) Coupling Bands

Coupling bands shall be of the same material as the pipe. Coupling bands and gaskets shall conform to Section 9-05.10(1) .

9-05.18 Safety Bars for Culvert Pipe

Steel pipe used as safety bars and steel pipe used as sockets shall conform to ASTM A53, Grade B. Steel tubing used as safety bars shall conform to ASTM A500, Grade B. Steel plate shall conform to ASTM A36. All parts shall be galvanized after fabrication in accordance with AASHTO M 111.

9-05.19 Corrugated Polyethylene Culvert Pipe, Couplings, and Fittings

Corrugated polyethylene culvert pipe, couplings, and fittings shall meet the requirements of AASHTO M 294 Type S or D for pipe 12- to 60-inch diameter with silt-tight joints. Corrugated polyethylene culvert pipe manufacturers shall participate in the National Transportation Product Evaluation Program (NTPEP) work plan for HDPE (High Density Polyethylene) Thermoplastic Pipe and be listed on the NTPEP audit website displaying they are NTPEP compliant. Joints for corrugated polyethylene culvert pipe shall be made with either a bell/bell or bell and spigot coupling and shall incorporate the use of a gasket conforming to the requirements of ASTM D1056 Type 2 Class B Grade 3 or ASTM F477. All gaskets shall be factory installed on the coupling or on the pipe by the qualified manufacturer. Qualification for each manufacturer of corrugated polyethylene culvert pipe requires an approved joint system and a formal quality control plan for each plant proposed for consideration. Page 9-50 M 41-10

9-05 Drainage Structures and CulvertsA Manufacturer’s Certificate of Compliance shall be required and shall accompany the

materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties as it deems appropriate.

9-05.20 Corrugated Polyethylene Storm Sewer Pipe, Couplings, and Fittings

Corrugated polyethylene storm sewer pipe, couplings, and fittings shall meet the requirements of AASHTO M 294 Type S or D. The maximum pipe diameter for corrugated polyethylene storm sewer pipe shall be the diameter for which a manufacturer has submitted. Fittings shall be blow molded, rotational molded, or factory welded. Corrugated polyethylene storm sewer pipe manufacturers shall participate in the National Transportation Product Evaluation Program (NTPEP) work plan for HDPE (High Density Polyethylene) Thermoplastic Pipe and be listed on the NTPEP audit website displaying they are NTPEP compliant. All joints for corrugated polyethylene storm sewer pipe shall be made with a bell/bell or bell and spigot coupling and shall conform to ASTM D3212 using elastomeric gaskets conforming to ASTM F477. All gaskets shall be factory installed on the pipe in accordance with the manufacturer’s recommendations. Qualification for each manufacturer or corrugated polyethylene storm sewer pipe requires joint system conformance to ASTM D3212 using elastomeric gaskets conforming to ASTM F477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties as it deems appropriate.

9-05.21 Steel Rib Reinforced Polyethylene Culvert Pipe

Steel rib reinforced polyethylene culvert pipe shall meet the requirements of ASTM F2562 Class 1 for steel reinforced thermoplastic ribbed pipe and fittings for pipe 24 to 60 inches in diameter with silt-tight joints. Silt-tight joints for steel reinforced polyethylene culvert pipe shall be made with a bell/ bell or bell and spigot coupling and shall incorporate the use of a gasket conforming to the requirements of ASTM F477. All gaskets shall be installed on the pipe by the manufacturer. Qualification for each manufacturer of steel reinforced polyethylene culvert pipe requires an approved joint system and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties as it deems appropriate.

9-05.22 Steel Rib Reinforced Polyethylene Storm Sewer Pipe

Steel rib reinforced polyethylene storm sewer pipe shall meet the requirements of ASTM F2562 Class 1 for steel reinforced thermoplastic ribbed pipe and fittings. The maximum diameter for steel reinforced polyethylene storm sewer pipe shall be the diameter for which a manufacturer has submitted a qualified joint. Qualified manufacturers and approved joints are listed in the Qualified Products List. Fittings shall be rotationally molded, injection molded, or factory welded. All joints for steel reinforced polyethylene storm sewer pipe shall be made with a bell and spigot coupling and shall conform to ASTM D3212 using elastomeric gaskets conforming to ASTM F477. All gaskets shall be installed on the pipe by the manufacturer. M 41-10 Page 9-51 Drainage Structures and Culverts 9-05Qualification for each manufacturer of steel reinforced polyethylene storm sewer pipe requires joint system conformance to ASTM D3212 using elastomeric gaskets conforming to ASTM F477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties it deems appropriate.

9-05.23 High-Density Polyethylene (HDPE) Pipe

HDPE pipe shall be manufactured from resins meeting the requirements of ASTM D3350 with a minimum cell classification of 345464C and a Plastic Pipe Institute (PPI) designation of PE 4710. The pipes shall have a minimum standard dimension ratio (SDR) of 32.5. HDPE pipe shall be joined into a continuous length by an approved joining method. The joints shall not create an increase in the outside diameter of the pipe. The joints shall be fused, snap together, or threaded. The joints shall be watertight, rubber gasketed if applicable, and pressure testable to the requirements of ASTM D3212. Joints to be welded by butt fusion shall meet the requirements of ASTM F2620 and the manufacturer’s recommendations. Fusion equipment used in the joining procedure shall be capable of meeting all conditions recommended by the pipe manufacturer, including, but not limited to, fusion temperature, alignment, and fusion pressure. All field welds shall be made with fusion equipment equipped with a Data Logger. Temperature, fusion pressure, and a graphic representation of the fusion cycle shall be part of the Quality Control records. Electro fusion may be used for field closures, as necessary. Joint strength shall be equal to or greater than the tensile strength of the pipe. Fittings shall be manufactured from the same resins and cell classification as the pipe unless specified otherwise in the Plans or Specifications. Butt fusion fittings and Flanged or Mechanical joint adapters shall have a manufacturing standard of ASTM D3261. Electro fusion fittings shall have a manufacturing standard of ASTM F1055. HDPE pipe to be used as liner pipe shall meet the requirements of AASHTO M 326 and this specification. The supplier shall furnish a Manufacturer’s Certification of Compliance stating that the materials meet the requirements of ASTM D3350 with the correct cell classification with the physical properties listed above. The supplier shall certify that the dimensions meet the requirements of ASTM F714 or as indicated in this Specification or the Plans. At the time of manufacture, each lot of pipes, liners, and fittings shall be inspected for defects and tested for Elevated Temperature Sustained Pressure in accordance with ASTM F714. The Contractor shall not install pipes that are older than 2 years from the date of manufacture. At the time of delivery, the pipe shall be homogeneous throughout, uniform in color, and free of cracks, holes, foreign materials, blisters, or deleterious faults. Pipe shall be marked at 5-foot intervals or less with a coded number that identifies the manufacturer, SDR, size, material, machine, and date on which the pipe was manufactured.

9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and

Polypropylene Sanitary Sewer Pipe All joints for polypropylene pipe shall be made with a bell/bell or bell and spigot coupling and shall conform to ASTM D3212 using elastomeric gaskets conforming to ASTM F477. All gaskets shall be factory installed on the pipe in accordance with the manufacturer’s recommendations. Page 9-52 M 41-10

9-05 Drainage Structures and CulvertsQualification for each manufacturer of polypropylene storm sewer pipe requires joint

system conformance to ASTM D3212 using elastomeric gaskets conforming to ASTM F477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties it deems appropriate.

9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe

Polypropylene culvert and storm sewer pipe shall conform to the following requirements:

9-05.24(2) Polypropylene Sanitary Sewer Pipe

Polypropylene sanitary sewer pipe shall conform to the following requirements:

9-05.30 Vacant

9-05.40 Vacant

9-05.50 Precast Concrete Drainage Structures

9-05.50(1) Fabrication Tolerances and Requirements

All precast concrete items shall meet the requirements of AASHTO M 199, fabricated as shown on the Plans, and shall meet the tolerances and revisions as listed below.

9-05.50(2) Manholes

Precast concrete manholes shall meet the requirements of AASHTO M 199. The joints may be the tongue and groove type or the shiplap type, sufficiently deep to prevent lateral displacement. When secondary synthetic fiber reinforcement is used in 48-inch diameter by 3-foot-high eccentric or concentric cone sections, the synthetic fiber shall meet the requirements of Section 9-05.50(9) . A minimum of two hoops of W2 wire shall be placed in the 48-inch end of each cone. No steel is required in the remainder of the cone. Precast manhole sections 48-inch diameter, with no knockouts, may be produced using no steel reinforcement. As an alternate to conventional steel reinforcement, manufacturers shall use synthetic structural fibers meeting the requirements of Section 9-05.50(10) .

9-05.50(3) Precast Concrete Catch Basins

Precast concrete catch basins shall conform to the requirements of Section 9-05.50(1) , except that the dimensions shall be as set forth in the Plans. When secondary synthetic fiber reinforcement is used to produce Type 1, Type 1L, and Type 1P Catch Basins, the synthetic fiber shall meet the requirements of Section

9-05.50(9) A minimum amount of steel reinforcement shall be used to reinforce the area

around the knockouts. Steel reinforcing shall consist of a No. 3 horizontal hoop reinforcing bar located above the knockouts and a No. 3 vertical reinforcing bar in each corner, extending a minimum of 18 inches below the top surface of the catch basin. Catch Basin Type 1 may be produced using structural synthetic fibers meeting the requirements of Section 9-05.50(10) . Catch Basin Type 1 shall contain one hoop of No. 3 reinforcing bar around the top perimeter. Knockouts or cutouts may be placed on all four sides and may be round or D-shaped.

9-05.50(4) Precast Concrete Inlets

Precast concrete inlets shall conform to the requirements of Section 9-05.50(1) , except that the dimensions shall be as set forth in the Plans.

9-05.50(5) Precast Concrete Drywells

Precast concrete drywells shall meet the requirements of Section 9-05.50(1) . Seepage port size and shape may vary per manufacturer. Each seepage port shall provide a minimum of 1 square inch and a maximum of 7 square inches for round openings and 15 square inches for rectangular openings. The ports shall be uniformly spaced with at least one port per 8 inches of drywell height and 15 inches of drywell circumference. Precast Drywells may be produced using no steel reinforcement. As an alternate to conventional steel reinforcement, manufacturers shall use synthetic structural fibers meeting the requirements of Section 9-05.50(10) .

9-05.50(6) Vacant

9-05.50(7) Vacant

9-05.50(8) Vacant

Page 9-54 M 41-10

9-05 Drainage Structures and Culverts9-05.50(9) Synthetic Micro Fibers for Precast Units

The synthetic fiber, either nylon multifilament fibers or polypropylene fibrillated fibers, shall meet the requirements of ASTM C1116, Section 4.1.3. Synthetic fibers shall be added at a minimum dosage rate of 1.0 pound of nylon multifilament fibers per cubic yard of concrete or 1.5 pounds of polypropylene fibrillated fibers per cubic yard of concrete and shall be thoroughly mixed with the concrete before placement in the forms. The synthetic fibers shall be a minimum of 0.75 inches and a maximum of 2 inches in length.

9-05.50(10) Synthetic Macro Fibers for Precast Units

Synthetic fibers shall be monofilament or monofilament/fibrillated blend made of polyolefin, polypropylene, or polypropylene/polyethylene blend, meeting the requirements of ASTM C1116, Section 4.1.3, and ICC Acceptance Criteria 38. Additionally, the vendor or manufacturer must furnish an Engineering Report that provides test data in accordance with ASTM C1609 and/or ASTM C1399 from an ICC- qualified commercial laboratory relating to the specification requirements. The vendor or manufacturer shall provide a letter of certification stating compliance with specifications and/or standard codes. The fibers shall be a minimum of 2 inches in length and have an aspect ratio (length divided by the equivalent diameter of the fiber) between 70 and 100 when the fibers are in their final phase. The fibers shall have a minimum tensile strength of 50 ksi and a minimum modulus of elasticity of 600 ksi, when tested in accordance with ASTM D7508. Precast drainage units shall have a minimum dosage rate of 4.0-lbs/cu yd. or more in order to obtain a residual strength of 175 psi when tested in accordance with ASTM C1609 and/or ASTM C1399. The fiber supplier shall submit independent laboratory data to support the residual strength results.

9-05.51 Adjustment Sections

9-05.51(1) Precast Concrete

Precast concrete shall meet the requirements of Sections 9-05.50(2) , 9-05.50(3) ,

9-05.50(4) or 9-05.50(5) .

9-05.51(2) Metal Castings

Metal castings shall meet the requirements of Section 9-05.15 .

9-05.51(3) Concrete Block

Concrete blocks shall conform to the requirements of Section 9-12.1.

9-05.51(4) Concrete Brick

Concrete brick shall conform to the requirements of Section 9-12.2.

9-05.51(5) Expanded Polypropylene Foam

Expanded Polypropylene material shall conform to ASTM D3575 and have a traffic rating compliant with AASTHO M-306 HS-25. Grade adjustments installed on sanitary manholes shall have a tongue and groove fit. The grade adjustment installed directly under the casting shall be a finish adjustment with a smooth upper surface. No shims of any type or material are allowed. A slope required to match the specified grade and terrain shall be achieved utilizing angled Expanded Polypropylene (EPP) grade adjustments conforming to the same specifications listed above.