PRHTAs Special Provisions applicable to the project.pdf

SP Specification Description Page

210 SOIL EROSION AND WATER POLLUTION CONTROL 2

603 PIPE CULVERTS AND STORM DRAINS 10

622 RIPRAP 18

725 Miscellaneous Material 27 726 Anchor Material 33

912 PREFABRICATED DRAINAGE COMPOSITE 37

PRHTA Special Provisions Index for RPR(9) project

SP-1

Revised September 14, 2018.

SPECIAL PROVISION

SPECIFICATION 210 – SOIL EROSION AND WATER POLLUTION CONTROL

210-1 DESCRIPTION

210-1.01 Scope - This work shall consist of providing temporary soil erosion and water pollution control measures as shown on the plans or as ordered by the Engineer. The control measure may include berms, dikes, check dams, silt fences, sediment basins, fiber mats, mulches, grasses, slope drains, temporary waterways, floating turbidity barrier and other erosion control devices or methods.

210-1.02 The temporary control measures contained herein shall be coordinated with the permanent erosion control features specified elsewhere in the contract, to the extent practical, to assure economical, effective and continuous erosion control throughout the construction and post construction period. Work under this specification will not be used and paid for in situations where permanent contract items can be practically installed at an early date in final position to provide the necessary erosion control measures.

210-1.03 This work includes the detailed planning of construction operations necessary for the preparation and submittal by the Contractor of an explicit erosion control plan and schedule to supplement the temporary and permanent erosion control measures shown on the plans which cannot be detailed without knowledge of the Contractor’s specific construction operations plan.

210-1.04 This work shall also include, when called for in the plans, the furnishing, placing and removing of floating turbidity barrier (FTB) to minimize transport and accomplish the isolation of disturbed materials as a result of bridge construction operations. This Item will govern for the furnishing of all labor, equipment and materials necessary to complete this work at the locations as shown on the construction plans, or as approved by the Engineer. The FTB must be manufactured in accordance with the following specification and the Floating Turbidity Barrier details shown on the project plans. The barrier and installation must be sufficient for a flow condition where the velocity of flow may reach 5 feet per second.

210-2 MATERIALS

210-2.01 The following materials shall conform to the applicable requirements of the specifications indicated below:

Material Specification

Geotextiles (Filter Fabrics)……… 712-7

Plastic Liner………………….….. 712-8

Lime……………………………... 713-2

Fertilizer…………………………. 713-3

Seed……………………………… 713-4

Mulches………………………….. 713-6

Jute Mesh……..…………………. 713-8

SP-2

210-2.02 Straw or Hay Bales -Shall be rectangular, approximately one meter (3.3 feet) in length and weigh approximately 70 pounds.

210-2.03 Sandbags - Shall be canvas, burlap or other approved material. Sand filler shall be clean, silt free material approved by the Engineer. The sandbags shall contain a minimum of

0.014 cubic meters (0.5 cubic feet) of sand.

210-2.04 Riprap -Shall conform to the applicable requirements of Specification 622 - Riprap.

210-2.05 Culvert Pipe - Temporary culvert pipes used for diverting live streams through work areas shall be corrugated metal or plastic, concrete, or other approved material. Temporary pipes placed beneath traveled ways shall be capable of withstanding an H-20 loading on the roadway.

210-2.06 Slope Drains - Temporary slope drains shall be constructed of pipe, fiber mats, rubble, portland cement concrete, bituminous plant mix, plastic sheeting or other material shown on the plans, on the Contractor’s approved erosion control plan, or as ordered by the Engineer.

210-2.07 Other required materials shall meet the commercial grade standard for the particular product and require the Engineer’s approval before incorporating into the project.

210-2.08 Temporary Blanket – Temporary blanket (TB) is a degradable rolled erosion control product that is composed of an even distribution of natural or polymer fibers that are mechanically, structurally or chemically bound together to form a continuous mat. TB is stiffer, thicker and denser than an open-weave textile (OWT). These material properties improve erosion resistance.

210-2.09 Floating turbidity barrier (FTB) - The FTB supplied must be a standard manufactured product. All materials must be corrosion resistant. Materials at the water surface must not degenerate when exposed to sunlight, oils, and petroleum products. The manufacturer must supply a certification that the product supplied meets the requirements of this specification.

TABLE 210-1

PHYSICAL PROPERTIES OF TURBIDITY BARRIER FABRIC

Physical Property Minimum Requirement

Weight, oz. / sq. yd 22

Grab Tensile Strength, lbs 300 (ASTM D 4632-91)

Min. Ultraviolet Stability 70% (ASTM D 4355)

Maximum permeability < 1 x 10.7 cm/s (ASTM 4491)

Bottom section

(geo-synthetic): filtration

Apparent Opening Size

(AOS)

0.220 mm maximum for non-woven geotextiles, and

AOS of 0.425 mm maximum for woven textiles (ASTM D

4751-99a)

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210-3 CONSTRUCTION REQUIREMENTS

210-3.01 General

a. In the event of conflict between these specification requirements and any pollution control laws, rules or regulations of other Federal, Commonwealth or local agencies, the more restrictive laws, rules or regulations shall apply.

b. At the pre-construction conference, prior to the start of construction work, the

Contractor shall submit to the Engineer for review and approval his proposed plan and schedule for the temporary and permanent erosion control work. The schedule shall detail the proposed coordination for accomplishing the temporary and permanent erosion control work in a timely and appropriate manner. No construction work shall be started until the schedule has been approved and the necessary controls installed as required for the particular operation to be in progress.

c. The Contractor shall incorporate all permanent erosion control features into the project at the earliest practical time in order to minimize the need for temporary erosion control measures and this should be reflected in his proposed schedule.

d. If the Engineer determines that the Contractor is not in compliance with the approved erosion control schedule, or field conditions warrant changes in the plan, the Contractor shall submit a revised schedule for performing erosion control work and no work contingent upon the revised schedule shall be continued or started until the revised plan has been approved.

e. Clearing and grubbing operations shall be so scheduled and performed that grading operations and permanent erosion control features can follow immediately thereafter if the project conditions permit; otherwise, temporary erosion control measures may be required between successive construction stages. Under no conditions shall the surface of the erodible earth material exposed at one time by clearing and grubbing exceed 70,000 square meters unless such areas are protected by adequate temporary erosion control measures approved by the

Engineer.

f. Excavation, borrow, and embankment operations shall also be scheduled and performed to permit permanent erosion control features to follow immediately thereafter if project conditions permit; otherwise, temporary erosion control measures may be required.

Under no conditions shall the surface area of erodible earth material exposed at one time by excavation, borrow, or fill exceed 70,000 square meters without the prior installation of adequate erosion control measures approved by the Engineer.

g. The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing, grubbing, excavation, borrow and embankment construction operations in progress commensurate with the Contractor's capability and progress in keeping temporary erosion control measures and the finish grading, mulching, seeding and other such permanent erosion and pollution control measures current in accordance with the accepted schedule. The

Engineer has also the authority to increase or decrease the amount of surface area of erodible earth material to be exposed at any one time by clearing, grubbing, excavation, borrow and embankment construction operations as determined by his analysis and evaluation of existing project conditions.

h. The Engineer has the authority to direct the Contractor to immediately provide erosion control measures to prevent soil erosion that will adversely affect construction operations, SP-4

SPECIFICATION 210 – SOIL EROSION AND WATER POLLUTION CONTROL

damage adjacent properties, or cause contamination of adjacent streams, other watercourses, lakes, ponds or other areas of water impoundment. Such work may involve the construction of temporary berms, dikes, check dams, sediment basins, slope drains and use of temporary mulches, mats, seeding or other control devices or methods as necessary to control erosion.

i. In the event that temporary erosion and pollution control measures are required due to the Contractor's negligence, carelessness or failure to install permanent controls as a part of the work as scheduled or as ordered by the Engineer, such work shall be performed by the

Contractor at no cost to the Government.

j. Temporary erosion and pollution control may include construction work outside the right-of-way where such work is necessary as a result of roadway construction operations. Any such work outside the project right-of-way shall be coordinated with the property owner.

k. The erosion control features installed by the Contractor shall be operated and maintained by the Contractor, at his expense, in an acceptable functional condition.

210-3.02 Erosion Check Dams - Erosion checks, constructed with hay or straw bales as specified, shall be staked in place as shown on the plans or where ordered installed by the

Engineer to act as erosion filters and barriers at the toe of fills, in ditches, at pipe inlets and outlets, or for other uses as directed.

210-3.03 Silt Fences - Silt fences shall be used for silt barriers, and shall be constructed in accordance with the details and at the locations shown on the plans or designated by the

Engineer, or as called for in the Contractor’s erosion control plan and schedule.

210-3.04 Sediment Containment Structures

a. Settling ponds, basins, dikes, dams or other such containment structures shall be constructed in accordance with the details shown on the plans, specified in the contract, or as directed by the Engineer.

b. Sedimentation structures shall remain in service until all disturbed areas draining into these structures have been satisfactorily stabilized. Disturbed areas shall be considered stabilized when all seeding items have been completed and accepted, and all drainage ditches or channels have been paved or satisfactorily lined. When use of temporary sediment structures is to be discontinued, all sediment accumulation shall be removed and disposed of, all excavations backfilled or otherwise graded and properly compacted, and the existing ground restored to its natural or intended final condition in a manner acceptable to the Engineer.

210-3.05 Diversion Channels -Temporary channels for diverting water around an area where a culvert is to be installed shall be lined with plastic film sheeting when so specified in the plans or ordered by the Engineer. The diversion channel shall be excavated to a depth and width adequate to accommodate stream flow during the period of culvert installation. The channel shall be reasonably smooth and free of sharp rocks, stones, roots or other projections that may puncture the plastic liner. No longitudinal seams will be permitted. Transverse seams, if necessary, shall be lapped a minimum of two feet in the direction of the flow. The liner shall be anchored in place using clean rock, gravel, or other methods approved by the Engineer.

SP-5

SPECIFICATION 210 – SOIL EROSION AND WATER POLLUTION CONTROL

210-3.06 Earth Berms - Temporary earth berms shall be used for diverting or channeling runoff waters to slope drains, waterways, diversion ditches, sediment traps, or other uses as directed.

Earth berms shall be constructed in conformity with the dimensions shown on the plans and at the locations established by the Engineer or called for in the Contractor’s erosion control plan.

Material shall be reasonably nonporous and shall contain no roots, sod or other deleterious materials.

210-3.07 Slope Drains and Waterways - Temporary slope drains or waterways shall be constructed at the intervals and locations designated by the Engineer, or in the Contractor’s erosion control plan, for channeling runoff waters down embankment slopes. Slope drains shall be adequately anchored to the slopes and their outlets so placed and constructed as to prevent erosion. Waterways constructed down erodible slopes shall be lined with plastic sheeting.

Waterways constructed down slopes composed of rock where erosion will not occur need not be lined with plastic sheeting.

210-3.08 Turf Establishment - When it is not practical or not permitted to perform permanent turf establishment work under Specification 627, temporary seeding, fertilizing, liming and mulching will be applied under this specification. The applicable rates and types of materials for temporary turf establishment shall be as specified in the contract or as established by the

Engineer.

210-3.09 Cleanup - After the temporary erosion and pollution control installations are no longer required, the Contractor shall remove and dispose of all materials and restore the areas to their original or intended final appearance in a manner acceptable to the Engineer.

210-3.10 Temporary Blanket –The TB is placed in the channel or slope embankment parallel to the direction of the flow (where occurs) and secured with staples and by placement of the blanket into cutoff trenches. When TB are used and ultimately degrade, the long-term erosion protection is provided by the established vegetation.

210-3.11 Floating turbidity barrier (FTB) - Place the barrier prior to commencement of any work that could impact the area of concern. Ensure that the type of barrier used and the deployment and maintenance of the barrier will minimize dispersion of turbid water from the excavation and dredging area. Operate the turbidity barrier in such a manner to avoid or minimize the degradation of the water quality of surrounding waters. The barrier must have sufficient ballast to anchor the barrier along the channel bottom.

210-3.12 Sandbag Diversion Berms - A sandbag diversion berm is a series of sandbags placed on a level contour used for diverting or channeling runoff waters to slope drains, waterways, diversion ditches, sediment traps, or other uses as directed by the Engineer. Diversion berms shall be constructed in conformity with the dimensions shown on the plans and at the locations established by the Engineer or called for in the Contractor’s erosion control plan.

210-3.13 Silt Bag - A Silt bag is a woven polypropylene filter bag used for temporary inlet protection or other uses as directed by the Engineer. Silt bags shall be installed at the locations established by the Engineer or called for in the Contractor’s erosion control plan.

SP-6

SPECIFICATION 210 – SOIL EROSION AND WATER POLLUTION CONTROL

Property Test Min. Roll Value

Grab Tensile, lbs ASTM-D-4632 310x300 lbs

Grab Elongation, % ASTM-D-4537 15%

Mullen Burst, psi ASTM-D-3786 650 psi

Puncture, lbs ASTM-D-4833 120 lbs

Trapezoid Tear, lbs ASTM-D-4533 125x150 lbs

UV Resistance, % SR ASTM-D-4355 90%

AOS, US Sieve ASTM-D-4751 40 Seive

Permittivity,(1/sec) Gal ASTM-D-4491 0.5 sec-1

Flow Rate ASTM-D-4491 40 gal/min/ft

210-4 METHOD OF MEASUREMENT

210-4.01 When the following components of temporary soil erosion and water pollution control work are included as separate pay items in the contract, they will be measured as follows:

a. Straw or hay bales will be measured by the number of individual bales furnished, installed and accepted.

b. Sand bags will be measured by the number of individual bags filled with sand furnished, installed and accepted.

c. Pipe slope drains will be measured by the linear meters of each type of drain pipe furnished, installed and accepted.

d. Paved or lined slope drains will be measured by the square meters of each type of paving or lining furnished, installed and accepted.

e. Earth berms will be measured by the linear meters of berm constructed to the dimensions shown on the plans, on the Contractor’s erosion control plan or ordered by the

Engineer and accepted.

f. Silt fences will be measured by the lineal meters of fence furnished, installed, maintained and accepted.

g. Plastic liners for use in diversion channels, and other soil erosion control structures will be measured by the square meters of liner furnished, installed and accepted.

h. Temporary Blanket will be measured by the square meters of blanket furnished, installed and accepted.

i. Floating turbidity barrier will be measured by the linear meters of barrier furnished, installed and accepted.

j. Diversion Berm will be measured by linear meters of barrier furnished, installed and accepted. PVC Liner shall be considered as subsidiary obligation and its cost included in

“Sandbag Diversion Berm” pay item.

k. Silt bags will be measured by the number of individual bags installed, furnished and accepted.

210-4.02 Diversion channels will be measured for payment as unclassified excavation by the cubic meter under the pay items and provisions of Specification 203 - Excavation and

Embankment.

SP-7

SPECIFICATION 210 – SOIL EROSION AND WATER POLLUTION CONTROL

210-4.03 Turf establishment including temporary and permanent seeding, fertilizer, seed, mulch and jute mesh will be measured for payment under the applicable pay units and provisions of

Specification 627 - Turf Establishment.

210-4.04 The work and materials required for the construction of sediment containment structures will be measured for payment under the applicable pay units and provisions of

Specification 203 -Excavation and Embankment.

210-4.05 Riprap will be measured by the cubic meters of each type of specified riprap material furnished, installed and accepted under the pay items and provisions of Specification 622 -

Riprap.

210-4.06 Where a lump sum method of payment for soil erosion and water pollution control work is specified in the contract, no separate measurement for payment will be made of all the soil erosion and water pollution control items shown in the plans or designated in the contract documents and all of this work will be considered as a single unit.

210-4.07 No direct measurement and payment will be made for furnishing, installing and subsequently removing and disposing of temporary drainage structures, such as culvert pipe, used for diverting of live streams around or through work areas, but such work will be considered a subsidiary obligation of the Contractor.

210-4.08 Work which is subsidiary to other construction pay items included in the contract under their respective specifications will not be measured for direct payment under this specification.

210-5 BASIS OF PAYMENT

210-5.01 The accepted quantities, determined as provided in Articles 210-4.01 and 210-4.06 above, for the pay items listed in Article 5.05 below, which are included in the contract, will be paid for at the contract price per unit of measurement. Such price and payment shall constitute full compensation for furnishing, installing and maintaining all required materials, and for all labor, equipment, tools and incidentals necessary to complete the work as required by the plans and specifications.

210-5.02 When the temporary soil erosion and water pollution control work is paid for on a lump sum basis, monthly partial payments will be made for this item on the basis of the amount of work completed as estimated by the Engineer.

210-5.03 No additional payments will be made for any adjustments, cleanout and disposal of accumulated sediments or other such maintenance work on previously installed erosion and pollution control facilities.

210-5.04 When the contract does not contain an item for any aforementioned soil erosion or pollution control, the work will not be paid for directly but will be considered as a subsidiary obligation of the Contractor under other contract items.

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SPECIFICATION 210 – SOIL EROSION AND WATER POLLUTION CONTROL

210-5.05 Payment will be made under:

Pay Item Pay Unit

Straw Bales ……………………………………. Each

Sand Bags ……………………………………… Each

Pipe Slope Drains _____………………………. Linear Meter

Paved or Lined Slope Drains _____(Type) …... Square Meter

Earth Berms …………………………………… Linear Meter

Silt-Fence ……………………………………… Linear Meter

Plastic Liner …………………………………… Square Meter

Temporary Blanket…...………………………... Square Meter

Turbidity Barrier (Type)...……………………... Linear Meter

Sandbag Diversion Berm .……………………... Linear Meter

Silt Bag …………………………………………. Each

Temporary Erosion Control Measures ………... Lump Sum

SP-9

June 13, 2018

SPECIFICATION 603 – PIPE CULVERTS AND STORM DRAINS

SP-603_1 of 8

603-1 DESCRIPTION

603-1.01 Scope

a. This work shall consist of the construction or reconstruction of pipe culverts and storm drains in accordance with these specifications and in conformance with the lines and grades shown on the plans or established by the Engineer. The types, classes (including stiffness), sizes and the location of pipe culverts and storm drains shall be as shown on the plans or as directed by the

Engineer.

b. When the type of pipe is not specified, the Contractor will provide reinforced concrete pipe (RCP), polyvinyl chloride profile wall (PVC) pipe or corrugated polyethylene Type S pipe

(PEP). When more than one type of pipe is indicated, the Contractor will choose among the permissible alternatives provided. When choosing among alternates, the Contractor will include in his proposal the installation of the selected type of pipe in conformance with the Authority’s standard drawings, including but not limited to the class or stiffness of pipe, type of trench, type of backfill, and type of bedding as a subsidiary obligation for the height of soil above the pipe.

c. When the plans do not indicate the type of pipe, type of trench, or type of bedding the

Contractor shall perform the installation in conformance with the requirements of the standard drawings.

d. The specification include the manufacture and installation of the polymer coated corrugated steel pipe (CSP) detailed in the project.

603-2 MATERIALS

603-2.01 Materials shall conform to the requirements of the standard drawings and the following specifications:

Material Specification

Reinforced Concrete Pipe……………………….. 706-1.01

Reinforced Concrete Pipe Arch…………………. 706-1.03

Reinforced Concrete Elliptical Pipe…………….. 706-1.04

Reinforced Concrete D-Load Pipe………………. 706-1.02

Reinforced Concrete Box Sections……………… 706-3

Bituminous Coated Galvanized Corrugated

Steel Pipe and Pipe Arches……………………. 707-1

Slotted Corrugated Steel Pipe, Bituminous

Coated…………………………………………… 707-3

Polyvinyl Chloride Profile Wall Pipe.…………....M-304

Corrugated Polyethylen Pipe…………………..... M-294

Joint Mortar……………………………………... 705-2

Rubber …………………………………………...705-3

Gaskets…………………………………...

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SP-603_2 of 8

Plastic Sealing Compound………………………..705-7

Polymer coated steel coils………………………..AASHTO M246 or ASTM A 742.

603-2.02 When the construction plans do not indicate the class of pipe for reinforced concrete pipe, the stiffness for polyvinyl chloride pipe and polyethylene pipe, or the size of corrugations and sheet thickness for corrugated steel pipes, the requirements specified in the standard drawings for the height of soil above the pipe shall be followed.

603-2.03 At the option of the Authority, the plants will be inspected for compliance with specified manufacturing methods and material samples obtained for laboratory testing for compliance with materials quality requirements. Manufacturers’ certificates, for these materials shall be furnished by the Contractor. Manufacturers’ certificates shall include all information necessary to show that the materials comply with the specification. These certificates can be the basis for acceptance of manufacturing lots as to quality.

603-2.04 Prior to and during incorporation of materials in the work, these materials will be subject to inspections and checks by the Engineer at the latest practicable time.

603-2.05 All contiguous pipes shall be of the same kind of material, unless indicated otherwise in the plans. Concrete and metallic pipe ends may be used on polyvinyl chloride and polyethylene pipes.

603-2.06 When required by the Engineer, the Contractor shall mandrel test polyvinyl chloride and polyethylene pipes as described in Appendix A as a subsidiary obligation.

603-2.07 The CSP shall be manufactured in accordance with the applicable requirements of

AASHTO M-245 or ASTMA 762. The pipe sizes, gauges and corrugations shall be as shown on the project plans.

603-3 CONSTRUCTION REQUIREMENTS

603-3.01 Excavation

a. Trenches shall be excavated in accordance with the requirements of Specification 205 -

Trench Excavation, the standard drawings or as directed by the Engineer. Excavation widths shall be sufficient to allow for proper jointing of the conduit and thorough compaction of the bedding and backfill under and around the pipe. Trench width shall never be less than the minimum trench widths specified in the standard drawings.

b. The completed trench bottom shall be firm for its full length and width. In the case of cross drains, the trench shall have a longitudinal camber of the magnitude specified.

c. The method of installation shall be in strict conformance with the details and materials indicated in the standard drawings for the type of pipe, class of pipe or stiffness, type of trench, type of bedding, and type of backfill consistent with the height of soil above the pipe.

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SP-603_3 of 8

603-3.02 Bedding

a. For reinforced concrete, polyvinyl chloride and polyethylene pipes the bedding shall be in strict conformance with the requirements contained in the standard drawings.

All beddings will not be measured for payment and shall be a subsidiary obligation of the contract.

b. For corrugated metal pipe, the bed shall be roughly shaped and a bedding blanket of sand or sandy soil classifiable as A-1, A-3, A-2-4 or A-2-5 shall be provided as follows:

Pipe Corrugation Depth Minimum Bedding Depth

½ inch 1 inch

1 inch 2 inches

2 inch 3 inches

603-3.03 Laying Pipe

a. The pipe laying shall begin at the downstream end of the pipe line. The bottom portion of the pipe shall be in contact with the shaped bedding throughout its full length. Bell or groove ends of pipe and outside circumferential laps of corrugated metal pipe shall be placed facing upstream.

Metal pipe shall be placed with longitudinal laps or seams at the sides.

b. Paved or partially lined pipes shall be laid so that the longitudinal centerline of the paved segment coincides with the flow line. Elliptical pipes, when installed with the major axis vertical, shall be placed with the major axis within 5 degrees of a vertical plane through the longitudinal axis of the pipe.

c. When concrete pipe with quadrant reinforcement or concrete circular pipe with elliptical reinforcement is used, the pipe shall be installed in such a position that the manufacturer’s marks designation the top and bottom of the pipe shall be no more than 5 degrees from the vertical plane through the longitudinal axis of the pipe.

603-3.04 Joining Pipe

a. Reinforced concrete pipe may be of the bell and spigot or tongue and groove design unless one type is specified. The method of joining pipe sections shall be such that the ends are fully entered and the inner surfaces are reasonably flush and even.

b. Joints on concrete pipes shall be sealed with rubber gaskets as indicated in the standard drawings.

c. Corrugated metal pipes and corrugated polyethylene pipes shall be firmly joined by water tight coupling bands.

d. Polyvinyl profile wall and polyethylene pipes shall be joined as indicated in the standard drawings.

e. Connection of all pipes to concrete structures such as headwall, catch basins, inlets, etc.

shall be as indicated in the standard drawings.

f. Pipes shall be inspected before any backfill is placed. Any pipe found to be out of alignment or unduly settled shall be taken up and relaid at the Contractor’s expense. Any damaged

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SP-603_4 of 8 pipe which is not repairable shall be removed and replaced at the Contractor’s expense.

g. For corrugated steel pipe – polymer coated used as interior liner in tunnel section shall be joined by water tight coupling band modified for use as an internal Expanding Border compliance with construction drawings.

603-3.05 Shop Elongation - Where required by the plans, the vertical diameter of circular corrugated metal pipes shall be increased 5 percent by shop elongation.

603-3.06 Backfilling

a. After the pipe is installed, the trench shall be backfilled and compacted in accordance with Article 3.07 of Specification 205 - Trench Excavation and the requirements of the standard drawings.

b. When the top of the pipe is even with or below the top of the trench (negative projection), backfill material shall be placed at or near optimum moisture content and compacted in layers not exceeding 15 centimeters in thickness (compacted) on both sides to an elevation 30 centimeters above the top of the pipe. Care shall be exercised to thoroughly compact the backfill under the haunches of the pipe. The backfill shall be brought up evenly on both sides of the pipe for the full required length. The backfill material shall be placed and compacted for the full depth of the trench except where the induced trench installation method is specified.

c. When the top of the pipe projects above the top of the trench (positive projection), backfill shall be placed at or near optimum moisture content and compacted in layers as specified in paragraph 3.06 b above for the full length of the pipe and to an elevation of 30 centimeters above the top of the pipe. The width of the backfill on each side of the pipe for the portion above the top of the trench shall be equal to twice the diameter of the pipe or 3.6 meters, whichever is less. The backfill material used in the trench section and the portion above the top of the trench for a distance on each side of the pipe equal to the horizontal inside diameter and to 30 centimeters above the top of the pipe shall conform to the requirements for backfill material specified in the standard drawings. The remainder of the backfill shall consist of material acceptable for embankment construction.

d. All pipe after being bedded and backfilled as specified herein shall be protected by a minimum 1.20 meter cover of fill before heavy equipment is permitted to cross during construction of the roadway.

603-3.07 Induced Trench Method

a. When the installation of a concrete pipe in an embankment by the induced trench method is specified, the construction shall proceed as shown on the standard drawings.

b. There will be no payment for the double handling and double excavation inherent in the induced trench method and said operations shall be considered a subsidiary obligation.

603-3.08 lotted Pipe

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SP-603_5 of 8

a. Slotted pipe shall be installed as shown on the plans and standard drawings and in accordance with the applicable provisions for excavation, bedding, laying, joining and backfilling with the following additional requirements.

b. The slot shall be covered with a heavy duty tape or other approved covering during backfilling and paving operations to prevent infiltration of material into the pipe. The Contractor will be responsible to clean all pipes affected by his operations as a subsidiary obligation.

c. The concrete apron and backfill of the pipe shall be constructed as shown on the plans and standard drawings as a subsidiary obligation.

603-3.09 Damaged Pipe

a. Pipe that is damaged or disturbed by the Contractor’s operations prior to acceptance of the contract shall be repaired, realigned or replaced as directed by the Engineer at the Contractor’s expense. Pipe which is defective form any cause, including damage caused by handling and determined by the Engineer to be unrepairable, shall be unacceptable for installation, and shall be replaced as directed by the Engineer at no cost to the Owner.

b. Concrete pipe and concrete end sections with minor damage resulting from occasional imperfections in manufacturing or accidental injury during handling, may be repaired if so determined by the Engineer. The repairs shall be sound, properly finished and cured, and the repaired pipe shall conform to the requirements of the specifications.

c. Damage to bituminous coatings or bituminous paved inverts may be repaired in the field by a hot application of asphalt cement subject to approval by the Engineer.

603-3.10 Relaying Pipe -These construction specifications shall equally apply in the case of relaid pipes. In addition, all pipe salvaged for relaying shall be cleaned of all foreign material prior to reinstallation.

603-4 METHOD OF MEASUREMENT

603-4.01 Pipes of the different types and sizes, both new and relaid, will be measured along the invert by the linear meter, to the nearest tenth of a meter, in place and accepted.

603-4.02 Elbows and branch connections will be included in the length measurement for pipes.

603-4.03 Special end sections, including tapered inlets, will be measured by the number of units installed.

603-4.04 Portland cement concrete for Class A bedding will not be measured for direct payment and will be a subsidiary obligation of the Contractor with its unit cost included in the contract unit price of the respective pipes.

603-4.05 Portland cement concrete for slotted pipe aprons and backfill will not be measured for direct payment but shall be a subsidiary obligation of the Contractor with its cost included in the contract unit price for slotted pipe.

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SP-603_6 of 8

603-4.06 Material for Class B and Class C beddings will not be measured for direct payment.

These materials shall be a subsidiary obligation of the Contractor with its cost included in the unit price for the respective pipes.

603-4.07 Backfill will not be measured for direct payment, regardless of class, as this is a subsidiary item under the pay item of Trench Excavation.

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SP-603_7 of 8

603-5 BASIS OF PAYMENT

603-5.01 The accepted quantities of pipe and end section, measured as provided below, will be paid for at the contract unit prices per unit of measurements for the types, classes and sizes specified complete in place. Such prices and payment shall constitute full compensation for the furnishing and placing of all materials, and for all equipment, tools, labor and incidentals necessary to complete each item as required by the plans and specifications.

603-5.02 Excavation for pipe culverts and storm drains, including excavation in embankments and removal of unsuitable materials will be measured and paid for as provided in Specification 205

-Trench Excavation. When the contract does not contain an estimated quantity and unit price for trench excavation, this excavation will be subsidiary obligation of the Contractor with its cost included in the unit prices for the respective pipes.

603-5.03 Concrete for Class A bedding will not be paid and will be subsidiary obligation of the

Contractor with its cost included in the unit prices for the respective pipes.

603-5.04 Payment will be made under:

Pay Item Pay Unit

___ inch PVC Pipe, Stiffness ____………………………………………………………………….. Linear Meter

___ inch PEP Pipe, Stiffness ____…………………………………………………………...…….... Linear Meter

___ inch Reinforced Concrete Pipe, Class…………………………………………………………… Linear Meter

___ inch Reinforced Concrete Pipe, D-Load………………………………………………………… Linear Meter

___ inch End Section (RCP or PEP)………………………………………………………………………… Each

___ inch Reinforced Concrete Culvert End Section…………………………………………………...…….. Each

___ inch rise, ____inch span, Elliptical Reinforced Concrete Pipe; Class ____………………...…… Linear Meter

___ inch rise,____ inch span, Elliptical Reinforced Concrete Pipe End Sections…………………………… Each

___ inch (or meter) span, ____inch (or meter) rise, Precast Reinforced Concrete Box Sections...…. Linear Meter

___ inch, Bituminous Coated Corrugated Steel Pipe Type ____, Gage ____, Corrugations____…… Linear Meter

___ Bituminous Coated Corrugated Steel End Section, Type ____, Gage ____, Corrugations___……........ Each

___ inch span, ____inch rise, Bituminous Coated Corrugated Steel Pipe Arch, Type ____, Gage ___Corrugation

___ ………………………………………………………………………………………........ Linear Meter

___ inch span, ____ inch rise, Bituminous Coated Corrugated Steel Pipe Arch, End Sections, Type ____, Gage

____, Corrugations ____…………………………………………………………………………………………. Each

___ inch, Bituminous Coated Slotted Corrugated Steel Pipe, Type ____, Gage ____, Corrugations

____………………………………………………………………………………………….……….…..Linear Meter

___ Relaying of ____ inch (RCP, PVC, PEP, CM or CSP) Pipe ………………………………………….Linear

Meter

___ inch Polymer Coated Corrugated Galvanized Steel Pipe Gage ____, Corrugations_____............ Linear Meter

Abbreviations: RCP -Reinforced Concrete Pipe, PVC Profile Wall Polyvinyl Pipe, PEP Corrugated

Type S Polyethylene Pipe, CM Bituminous Coated Corrugated Steel Pipe

CSP – Polymer Coated Corrugated Steel Pipe

Appendix A Mandrel Testing for PVC and PEP Pipes

SP-16

SP-603_8 of 8

When required by the Engineer, the Contractor shall be responsible to perform the mandrel deflection testing on the pipeline installation not less than 30 days after installation has been completed. This testing shall be accomplished by pulling an approved mandrel (see detail below) through every completed pipeline. Deflection shall be limited to 5%. Any line failing this test shall be removed, then relaid if the pipe is not damaged, or replaced with acceptable new pipe at the

Contractor’s expense, then retested. The cost of deflection testing and any corrective actions shall be borne by the Contractor and shall be incidental to the bid item. The use of vibratory re-rounding device of any kind is strictly prohibited.

SP-17

Revised April 6, 2021.

SPECIFICATION 622 – RIPRAP

SP-622-1 of 7

622-1 DESCRIPTION

622-1.01 Scope

a. This work shall consist of furnishing and placing riprap for bank and slope protection, and erosion control, in accordance with these specifications and in conformity with the lines, grades, sections and dimensions, and locations shown on the plans or established by the Engineer. The types of riprap included in this specification are:

1. Dumped riprap, including Special dumped riprap, which consists of stone dumped in place on a filter blanket or prepared slope to form a well-graded mass with a minimum of voids.

2. Grouted riprap which consists of stone riprap with all or part of the interstices filled with portland cement mortar.

3. Concrete riprap in bags which consists of concrete in cloth cement sacks or other suitable bags.

b. This work shall also include, when called for in the plans, the furnishing and placing of one or more layers of a filter blanket or geotextile on the slope before placing the riprap in order to prevent the bank material from passing through the riprap protection.

622-2 MATERIALS

622-2.01 Dumped Riprap

a. Stone used for dumped riprap shall be hard, durable, angular in shape, resistant to weather and water action, and shall meet the size distribution requirements indicated in Table 622-1 for the class specified in the contract documents or table 622-1.1 for special dumped riprap.

b. The length of each stone shall not exceed three times its width or its thickness. Rounded stone or boulders will not be accepted. Broken concrete may be substituted for stone when authorized in the contract documents. Shale and stone with shale seams are not acceptable.

c. Each load of riprap shall be reasonably well graded from the smallest to the maximum size specified.

d. The minimum density of the stone shall be 150 pounds per cubic foot as computed by multiplying the bulk specific gravity saturated - surface - dry basis, determined by AASHTO T 85, by 62.5 pounds per cubic foot.

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SPECIFICATION 622 – RIPRAP

SP-622-2 of 7

TABLE 622-1

DUMPED RIPRAP STONE - SIZE DISTRIBUTION

Size of Stone in Pounds

Maximum Percent of Total Weight Smaller Than the Given Size Glass of Stone

I II III IV

20,000 8,000 6,000 2,000 100 1,400 80 1,000 700 100 50 500 80 300 100 200 50 100 100 75 10 60 80 10 40 50 25 10 2 10

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SPECIFICATION 622 – RIPRAP

SP-622-3 of 7

TABLE 622-1.1

SPECIAL DUMPED RIPRAP STONE - SIZE DISTRIBUTION

Size of Average Diameter

Maximum Percent of Total Weight

Stone in Pounds

(Inches) Smaller than the Given Glass of Stone

(5,227-12,391) 42-55 100 (3,403-9,033) 36-50 85 (1,549-5,227) 28-42 50 (793-3,403) 22-36 10

TABLE 622-1.2

GROUTED RIPRAP CLASS VIII STONE - SIZE DISTRIBUTION

Size of Average Diameter

Maximum Percent of Total Weight

Stone in Pounds

(Inches) Smaller than the Given Glass of Stone

(4,400) 45 100 (2,000) 30 50

(500) 18.5 15

TABLE 622-1.1

DUMPED RIPRAP CLASS IX STONE - SIZE DISTRIBUTION

Size of Average Diameter

Maximum Percent of Total Weight

Stone in Pounds

(Inches) Smaller than the Given Glass of Stone

(30,400) 72 (min.) 100 (8,300-13,900) 47-55.5 85 (3,300-5,800) 34-41.5 50 (860-2,500) 22-31.5 10

e. The stone shall have a percentage of wear of not more than 40 when tested as per AASHTO T 96. Samples of the larger size stones shall be broken down to provide the smaller (less than 1 1/2 inch) sizes required for the T96 test.

f. The stone shall be free from overburden, spoil, shale, and organic material.

g. Control of gradation will be by visual inspection. The Contractor shall provide two samples of the stone of at least 5 tons each, meeting the size distribution requirement for the class specified. One sample shall be provided at the quarry and the other at the construction site. The latter may be a part of the finished riprap covering. These samples shall be used as a frequent reference for judging the gradation of the riprap being supplied.

Any difference of opinion between the Engineer and the Contractor will be resolved by dumping and checking the size distribution of two random truck loads of stone. Mechanical equipment, a sorting site, scales and labor needed to assist in checking the gradation shall

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SPECIFICATION 622 – RIPRAP

SP-622-4 of 7 be provided by the Contractor as a subsidiary obligation under this item at no additional cost to the Authority.

h. The approval of some stone from a particular quarry shall not be construed as constituting the approval of all stone taken from that quarry.

622-2.02 Grouted Riprap

a. The stones for grouted riprap shall meet the requirements of Article 622-2.01 above except for size and gradation which shall be as specified on the plans for each project. This stone shall be free of fines which prevent penetration of the grout.

b. Grout for grouted riprap shall consist of one part portland cement and three parts of sand thoroughly mixed with water to produce a grout having a thick creamy consistency. The minimum amount of water shall be used to prevent excess shrinkage of the grout after placement. The cement shall conform to the requirements of Specification 701, the sand shall conform to the requirements of Specification 703-1.

622-2.03 Concrete Riprap in Bags - Concrete riprap in bags shall consist of Class B concrete conforming to Specification 601 packed in cloth cement sacks or other suitable burlap bags.

622-2.04 Filter Blanket - The filter blanket shall consist of one or more layers of gravel, crushed stone, or sand of the thickness shown on the plans. The filler material shall meet the requirements included in Section 718-1 of Specification 718, Stone Revetment Materials, and shall conform to the gradation requirements included in Table 718-1 for the type or types of filter material specified in the contract documents.

622-2.05 Geotextiles - Either woven monofilament or non-woven needle-punched geotextiles may be used. If a non-woven fabric is used, it must have a mass density greater than 12 ounces per square yard (400 grams per square meter). Under no circumstances may spun-bond or slit-film fabrics be allowed. Each roll of geotextile shall be labeled with the manufacturer’s name, product identification, roll dimensions, lot number, and date of manufacture. Geotextiles shall not be exposed to sunlight prior to placement.

The geotextile shall meet the requirements included in Table 622-2, Test and Allowable Values for Geotextile Properties, for the type or types of geotextile specified in the contract documents.

TABLE 622 -2

TESTS AND ALLOWABLE VALUES FOR GEOTEXTILE PROPERTIES

Test Designation

Property

Allowable value (1)

Comments Elongation < 50% (2)

Elongation > 50% (2)

ASTM D 4632 Grab Strength > 315 lbs (Class 1) > 250 lbs (Class 2) > 180 lbs (Class 3)

> 200 lbs (Class 1) > 160 lbs (Class 2) > 110 lbs (Class 3)

From AASHTO M 288

ASTM D 4632 Sewn Seam Strength (3)

> 270 lbs (Class 1) > 220 lbs (Class 2) > 160 lbs (Class 3)

> 180 lbs (Class 1) > 140 lbs (Class 2) > 100 lbs (Class 3)

From AASHTO M 288

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SPECIFICATION 622 – RIPRAP

SP-622-5 of 7

ASTM D 4533 Tear Strength (4) > 110 lbs (Class 1) > 90 lbs (Class 2) > 70 lbs (Class 3)

> 110 lbs (Class 1) > 90 lbs (Class 2) > 70 lbs (Class 3)

From AASHTO M 288

ASTM D 4833

Puncture Strength

> 110 lbs (Class 1) > 90 lbs (Class 2) > 70 lbs (Class 3)

> 110 lbs (Class 1) > 90 lbs (Class 2) > 70 lbs (Class 3)

From AASHTO M 288

ASTM D 4751

Apparent

Opening Size Per design criteria (See plans) Maximum allowable value

ASTM D 4491

Permittivity and

Hydraulic Conductivity

Per design criteria (See plans) Minimum allowable value

ASTM D 4355

Degradation by

Ultraviolet Light > 50% strength retained after 500 hours of exposure Minimum allowable value

ASTM D 4873

Guide for Identification, Storage, and

Handling

Provides information on identification, storage, and handling of geotextiles.

ASTM D 4759

Practice for the Specification

Conformance of Geosynthetics

Provides information on procedures for ensuring that geotextiles at the jobsite meet the design specifications.

1) Required geotextile class for permanent erosion control design is designated below for the indicated application.

The severity of installation conditions generally dictates the required geotextile class. The following descriptions have been modified from AASHTO M 288:

Class 1 is recommended for harsh or severe installation conditions where there is a greater potential for geotextile damage, including placement of riprap that must occur in multiple lifts, drop heights that may exceed 1 foot (0.3m) or when repeated vehicular traffic on the installation is anticipated.

Class 2 is recommended for installation conditions where placement in regular, single lifts is expected and little or no vehicular traffic on the installation will occur, or when placing individual rocks by clamshell, orange peel grapple or specially-equipped hydraulic excavator with drop heights less than 1 foot.

Class 3 is specified for the least severe installation environments, with drop heights less than 1 foot onto a bedding layer of select sand, gravel or other select imported material.

2) As measured in accordance with ASTM D 4632.

3) When seams are required.

4) The required Minimum Average Roll Value (MARV) tear strength for woven monofilament geotextiles is 55 pounds. The MARV corresponds to a statistical measure whereby 2.5% of the tested values are less than the mean value minus two standard deviations (Koerner 1998).

622-3 CONSTRUCTION REQUIREMENTS

622-3.01 Preparation of Slopes

a. Slopes and banks to be protected by riprap shall be free of brush, trees, stumps and other

SP-22

SPECIFICATION 622 – RIPRAP

SP-622-6 of 7 objectionable material. The slopes shall be trimmed and dressed to a smooth surface conforming to the lines and grades shown on the plans.

b. Any necessary excavation shall be completed by the Contractor as shown on the plans and in accordance with Specification 203, and shall be approved by the Engineer before any filter blanket and riprap is placed.

c. All soft, spongy and otherwise unsuitable material shall be removed to the depth shown on the plans or as directed by the Engineer and replaced with approved material. Filled areas will be compacted in accordance with Specification 203.

d. Unless otherwise shown on the plans, the riprap on banks shall extend from 60 centimeters below the bed of the stream to the apparent high water line.

622-3.02 Filter Blanket

a. When required, a filter blanket shall be placed on the prepared slope or area in one or more layers of the thickness shown on the plans. Each layer shall be placed in one operation using methods which will not cause segregation of particle sizes within the bedding. The surface of each finished layer shall be reasonably even and free from mounds or windrows.

b. Additional layers of filter materials, when required, shall be placed in the same manner, using methods which will not cause the mixing of the materials in the different layers.

622-3.03 Geotextile

a. Placement of Geotextile - The geotextile shall be placed directly on the prepared area, in intimate contact with the subgrade. When placing a geotextile, it should be rolled or spread out directly on the prepared area and be free of folds or wrinkles. The rolls shall not be dragged, lifted by one end, or dropped. The geotextile should be placed in such a manner that placement of the overlying materials (riprap and/or bedding stone) will not excessively stretch or tear the geotextile. After geotextile placement, the work area shall not be trafficked or disturbed in a manner that might result in a loss of intimate contact between the riprap stone, the geotextile, and the subgrade. The geotextile shall not be left exposed longer than the manufacturer’s recommendation to minimize potential damage due to ultraviolet radiation; therefore, placement of the overlying materials should be conducted as soon as practicable.