600part1.pdf

DIVISION 600

Incidental Construction

Section 601—Mobilization

Description

601.01 Work. Move personnel, equipment, material, and incidentals to the project, and perform all activities necessary to accomplish work at the project site. Obtain permits, insurance, and bonds.

Measurement

601.02 Method. Measure mobilization by the lump sum.

Payment

601.03 Basis. The accepted quantity, measured as provided above, will be paid at the contract price per unit of measurement for the PAY ITEM listed below that is

DESIGNATED IN THE SCHEDULE OF ITEMS.

The mobilization lump sum will be paid as follows:

(a) If applicable, bond premiums will be reimbursed according to FAR clause 52.232–5, Payment Under Fixed-Price Construction Contracts, after receipt of evidence of payment.

(b) Fifty percent of the lump sum, not to exceed 5 percent of the original contract amount, will be paid following completion of 5 percent of the original contract amount, not including mobilization.

(c) Payment of the remaining portion of the lump sum, up to 10 percent of the original contract amount, will be paid following completion of 10 percent of the original contract amount, not including mobilization.

(d) Any portion of the lump sum in excess of 10 percent of the original contract amount will be paid after final acceptance.

Payment will be made under:

Pay Item Pay Unit

601 (01) Mobilization.................................................................Lump Sum

Section 602—Minor Concrete Structures

Description

602.01 Work. Construct reinforced or unreinforced minor concrete structures.

Materials

602.02 Requirements. Furnish materials that meet the requirements specified in the following subsections:

Air-Entraining Admixtures.................................................711.02 Cement...............................................................................701.01 Chemical Admixtures.........................................................711.03 Coarse Aggregate for Portland Cement Concrete................703.02 Curing Material..................................................................711.01 Fine Aggregate for Portland Cement Concrete....................703.01 Fly Ash...............................................................................725.04 High-Strength Nonshrink Grout..........................................701.02 Latex Modifier....................................................................711.04 Reinforcing Steel................................................................709.01 Water..................................................................................725.01

602.03 Concrete Composition. Use the concrete composition method DESIG-

NATED IN THE SCHEDULE OF ITEMS.

(a) Method A. Furnish to the CO a mix design showing the proposed weights of aggregate, water, and cement per cubic meter of concrete a minimum of 7 days prior to beginning placement. Proportion the cement, aggregate, and water to obtain concrete with good workability. Ensure that slump is 100 mm or less, as determined by AASHTO T 119. Ensure that air-entrainment is 6 ± 1 percent, as determined by AASHTO T 152 or T 196.

Ensure that the concrete develops a 28-day minimum compressive strength of 20 MPa, unless otherwise SHOWN ON THE DRAWINGS. Furnish concrete for specimens. Strength will be determined by test cylinders made and cured in accordance with AASHTO T 23 and tested in accordance with AASHTO T 22.

Failure of any test cylinder to meet the required strength, for any structural element tested, will be considered evidence of noncompliance with the strength requirement of this specification.

(b) Method B. Submit for approval the following information a minimum of 7 days prior to beginning placement:

(1) Type, grading, and sources of aggregate.

(2) Type and source of cement, blended cement, or fly ash.

(3) Saturated surface dry weights of the fine and coarse aggregate in kilograms per cubic meter of concrete.

(4) Weight of mixing water in kilograms per cubic meter of concrete.

(5) Weight of cement in kilograms per cubic meter of concrete.

(6) Admixture type, quantity, and certification by manufacturer.

(7) Air content.

(8) Slump.

(9) 28-day compressive strength.

Ensure that the concrete contains not less than 310 kg of cement per cubic meter.

Ensure that slump is 100 mm or less, as determined by AASHTO T 119.

When a commercial supplier is used, furnish a certification with each truckload of concrete certifying that the material and mix proportions used are in conformance with the approved mixture.

(c) Method C. Make the concrete using a dry, preproportioned, blended, and bagged mix meeting the requirements of ASTM C 387 and mixed at the jobsite in accord-ance with the manufacturer’s recommendations.

(d) Fly Ash- or Pozzolan-Modified Concrete. Fly ash may be substituted for cement at the rate of 550 g of fly ash per 450 g of Portland cement. After substitution, reduce the design aggregate volumes by an amount equal to the net increase in volume of the combined cement and fly ash. Replace no less than 10 percent and no more than 20 percent of the weight of Portland cement required with fly ash at the above rate. For purposes of controlling the maximum water/cement ratio of 0.49, make the water/cement ratio for fly-ash-modified concrete the ratio of the weight of water to the combined weights of Portland cement and 60 percent of the weight of the fly ash.

Extend the standard 28-day curing period for compressive-strength tests for fly-ash-modified concrete by 1 day (rounded to the nearest whole day) for each 1.5 percent of

Section 602

Portland cement replaced with fly ash at the selected rate. (Example: If the maximum of 20 percent cement is replaced, the curing period for cylinders is 41 days.)

Construction

602.04 Forms. Design and construct forms so they can be removed without damaging the concrete. Make them free of bulge and warp, and constructed so that the finished concrete has the form and dimensions SHOWN ON THE DRAWINGS and is true to line and grade. Concrete may be placed without forms where SHOWN

ON THE DRAWINGS.

Design forms for concrete that contains a retarding admixture, fly ash, or other pozzolan replacement for cement so that the lateral pressures exerted by the full anticipated height of fluidized concrete are contained, unless documented informa-tion in regard to initial set is provided by the manufacturer.

602.05 Placing Concrete. Place all reinforcing steel in position as SHOWN ON THE DRAWINGS, and ensure that it is securely held in place by approved supports during placing of concrete. Do not place concrete until the grading, forms, and steel reinforcements have been inspected and approved by the CO. Give the CO 24 hours written notice prior to placement of any concrete.

Ensure that reinforcing steel material and construction requirements are in accord-ance with Section 554.

Discharge all concrete prepared using methods A and B into the forms within the time limits shown in table 602-1. These time limits are based on jobsite ambient air temperature, cement type, and admixture used. Begin counting time from when the cement is introduced into the aggregate. Discharge concrete prepared using meth-od C into the forms within 1-1/2 hours after introducing water to the mixture. Do not retemper concrete. Cement must be added to the mixer at the jobsite when required in the SPECIAL PROJECT SPECIFICATIONS. Do not mix or place concrete when the daily minimum atmospheric temperature is, or is expected to be, less than 5 °C unless adequate provisions are made to protect the concrete.

Place concrete to avoid segregation. Use high-frequency internal vibrators for consolidating concrete in the forms. Operate vibrators to produce concrete free of voids, but do not hold them in one place long enough to result in segregation or formation of laitance on the surface.

Method C concrete may be rodded instead of internally vibrated as necessary to remove voids.

Table 602-1.—Concrete discharge time limits.

Section 602

Do not use aluminum pipe, conduit, or troughs for transporting concrete. When concrete is pumped, take samples from the discharge stream at the point of placement.

602.06 Finishing. Perform finishing of concrete surfaces as follows:

(a) Formed Surfaces. Unless otherwise SHOWN ON THE DRAWINGS, remove all fins and irregular projections exceeding 6 mm from the exposed surfaces. Fill holes produced by removing form ties with dry-pack mortar or other approved patching compounds.

(b) Unformed Surfaces. Strike off unformed surfaces with a straightedge, and finish them to a smooth uniform texture by floating and troweling. Prepare final finish of the surface as SHOWN ON THE DRAWINGS.

602.07 Curing Concrete. Beginning immediately after finishing, cure all concrete a minimum of 7 days or, if high-early-strength cement is used, a minimum of 3 days.

For fly-ash-modified concrete placed in structures, the required moisture-controlled curing period shall be:

Percentage of Cement Required Curing Replaced by Weight Period

10% 9 days

11–15% 10 days

16–20% 11 days

For cold weather concreting, maintain a controlled temperature for the required curing period. The above requirement for an extended curing period may be waived if a compressive strength of 65 percent of the specified 28-day design strength is achieved in 6 days.

a. Ambient air temperature.

Cement Type Time Limit (hour) With and Without Admixtures < 30 °C a $ 30 °C a

Type I, IA, II, or IIA 2.0 1.5

Type I, IA, II, or IIA with water-reducing or -retarding admixture

3.0 2.0

Type III 1.5 1.0

Type III with water-reducing or -retarding admixture

2.0 1.5

Cure by maintaining a minimum concrete temperature of 5 °C and keeping the concrete continuously moist. Keep moist by supplying additional moisture or preventing moisture loss.

Acceptable methods of supplying additional moisture are ponding or sprinkling, and covering with burlap cloth that is kept saturated. Surfaces SHOWN ON THE DRAWINGS may be covered with saturated sand or 150 mm of saturated hay or straw to retain moisture.

Acceptable methods of preventing moisture loss are applying liquid membrane-forming compounds, or waterproof paper or polyethylene sheet materials. Apply liquid membrane-forming compounds by spraying at the coverage rates and patterns recommended by the manufacturer. Ensure that sheet material has overlapped sealed joints and forms a complete waterproof cover over the entire concrete surface.

602.08 Backfilling. Backfill in accordance with Subsection 206A.10. Do not backfill concrete until it has completed the required curing period.

Measurement

602.09 Method. Use the method of measurement that is DESIGNATED IN THE

SCHEDULE OF ITEMS.

Payment

602.10 Basis. The accepted quantities will be paid for at the contract unit price for each PAY ITEM DESIGNATED IN THE SCHEDULE OF ITEMS.

Payment will be made under:

Pay Item Pay Unit

602 (01) Concrete, method____.................................................Cubic Meter

602 (02) Concrete, method____..................................................Lump Sum

Section 603—Metal Pipe

Description

603.01 Work. Furnish and install, or install only, metal pipe and pipe appurte-nances, including all bedding and backfilling required to complete the work. The term “metal” refers to aluminum and steel.

Materials

603.02 Requirements. Furnish materials that meet the requirements specified in the following subsections:

Aluminum-Alloy Corrugated Pipe......................................707.03 Aluminum-Alloy Spiral Rib Pipe........................................707.12 Asphalt-Coated Pipe...........................................................707.04 Concrete-Lined Corrugated Steel Pipe................................707.13 Ductile Iron Culvert Pipe....................................................707.01 Fiber-Bonded Bituminous-Coated Steel Pipe......................707.09 Invert-Paved Corrugated Steel Pipe....................................707.14 Metallic-Coated Corrugated Steel Pipe...............................707.02 Metallic-Coated Spiral Rib Pipe..........................................707.11 Polymer-Coated Steel Pipe.................................................707.08 Repair of Damaged Coatings..............................................707.15 Slotted Drain Pipe...............................................................707.10 Watertight Gaskets.............................................................712.03

Furnish bedding material that meets the requirements specified in Subsec-tion 603.04.

Furnish backfill materials that meet the requirements specified in Subsec-tion 603.08.

Clean and paint damaged spelter coating caused by welding, field cutting, or mishandling, as specified in Subsection 707.15.

To prevent electrolysis or physical failure, use materials in each pipe installation that are compatible with each other.

Either annular or helical pipe corrugations will be acceptable. Helical corrugated pipe containing annular rerolled ends may be used in conjunction with annular pipe of like or compatible materials.

Provide fabricator’s certification that the sheet and pipe fabrication are in accordance with AASHTO M 36, M 196, and M 245, as applicable. Submit the certification before installing the pipe.

The lengths and locations of individual pipe SHOWN ON THE DRAWINGS are approximate. Do not order pipe until culvert locations are DESIGNATED ON THE GROUND and a written list of the correct lengths is approved by the CO.

Construction

603.03 Excavation. Excavate in accordance with the requirements specified in Section 206A.

Specific pipe installation time restrictions and installation plan requirements are

SHOWN ON THE DRAWINGS.

603.04 Bedding. Bed the pipe to a depth of not less than 10 percent of its total height. After excavating in accordance with Subsection 206A.04(b), compact the foundation surface in accordance with Subsection 603.08 and shape it to fit the pipe.

As bedding material, provide selected mineral soil that meets the requirements for backfill specified in Subsection 603.08. When SHOWN ON THE DRAWINGS, ensure that completed bedding has a longitudinal camber.

603.05 Laying Pipe. Lay the lower segment of the pipe so that it is in contact with the bedding for the required depth throughout its length. Place outside circumferen-tial laps facing upstream.

Lay paved or partially lined pipe so the longitudinal centerline of the paved segment coincides with the flowline. Place elliptical pipe with the major axis within 5° of a vertical plane through the longitudinal axis of the pipe.

Ensure that the final installed alignment allows no reverse grades, and does not permit any point to vary from a straight line drawn from inlet to outlet by more than 2 percent horizontally and vertically of the culvert length, or 300 mm, whichever is less.

Do not place any pipe in service until a suitable outlet is provided.

Install helically corrugated lock-seam pipe with the seam at the inlet end placed below the horizontal centerline. This requirement applies to the outlet end when the outlet is less than 1.5 m below subgrade.

Position longitudinal laps on riveted or spot-welded pipe at any location between 45° above or below horizontal.

Section 603

603.06 Joining Pipes. Firmly join pipe using form-fitting coupling bands. Attach end sections to the pipe using connecting bands or other means, as recommended by the manufacturer. Install gaskets at each joint to form a watertight connection when SHOWN ON THE DRAWINGS. Do not use dimpled bands when the slope of the pipe is greater than 15 percent.

Ensure that coupling bands meet the strength requirements of field joints for Nonerodible Soil Condition—Special Joint Type, according to division II, sec-tion 26, of the “Standard Specifications for Highway Bridges” by AASHTO.

When aluminum alloys come in contact with other metals, coat the contacting surfaces with an asphalt mastic or other impregnated caulking compound approved by the CO.

603.07 Shop Elongation. When SHOWN ON THE DRAWINGS, increase the vertical diameter of round pipe 5 percent by shop elongation.

603.08 Backfilling. Do not place or backfill pipe that meets any of the following conditions until the excavation and foundation have been approved by the CO:

• Embankment height greater than 3 m at subgrade centerline.

• Installation in a live stream.

• Round pipe with a diameter of 1,200 mm or greater.

• Pipe arches with a span of 1,270 mm or greater.

After the bedding is prepared and the pipe is placed, place selected material in layers not exceeding 150 mm loose thickness, and compact the material under the haunches and alongside the pipe. Use material that is readily compactible and free of frozen lumps, chunks of highly plastic clay (with a plasticity index greater than 10), or other objectionable material. Do not use rocks larger than 75 mm in greatest dimension within 300 mm of the pipe. On each side of the pipe, place an area of compacted material at least as wide as the diameter of the pipe. Compact the backfill without damaging or displacing the pipe.

Continue backfilling and compacting until the backfill is a minimum of 300 mm above the top of the culvert.

After bedding and backfilling the pipe, protect it with an adequate cover of embank-ment before heavy equipment is permitted to cross during roadway construction.

Replace any pipe that is distorted by more than 5 percent of nominal dimensions, or that is ruptured or broken.

Compact backfill using method A, B, or C, as DESIGNATED IN THE SCHED-

ULE OF ITEMS.

(a) Method A. Ensure that backfill density exceeds the density of the surrounding embankment.

(b) Method B. Ensure that backfill density exceeds 95 percent of the maximum density as determined by AASHTO T 99, method C or D.

Determine density of the compacted material during the process of the work in accordance with AASHTO T 191, T 205, or T 238; and AASHTO T 217, T 239, or T 255. Corrections for coarse particles may be made in accordance with AASHTO T 224.

(c) Method C. Ensure a moisture content suitable for obtaining compaction.

Compact each layer using compaction equipment designed for this purpose until visual displacement ceases.

Measurement

603.09 Method. Use the method of measurement that is DESIGNATED IN THE

SCHEDULE OF ITEMS.

When DESIGNATED IN THE SCHEDULE OF ITEMS, measure backfill material adjacent to the pipe 300 mm horizontally and vertically from the outside dimensions of the pipe, with a deduction for the volume of the pipe along the full length of the backfill.

Payment

603.10 Basis. The accepted quantities will be paid for at the contract unit price for each PAY ITEM DESIGNATED IN THE SCHEDULE OF ITEMS.

Payment will made under:

Pay Item Pay Unit

603 (01) _________-mm corrugated metal pipe, ______-mm thickness for steel or _______-mm thickness for aluminum, method ____________..............Meter

603 (02) _________-mm span, ____________-mm rise corrugated metal pipe arch, __________-mm thickness for steel or ________ -mm thickness for aluminum, method __________..................................Meter

603 (03) _________-mm metal end section....................................Each

603 (04) _________-mm span, ________-mm rise metal end section.......................................................................Each

603 (05) _______-mm corrugated steel pipe, _________-mm thickness, method ______________.......Meter

603 (06) ________-mm span, ___________-mm rise corrugated steel pipe arch, ________-mm thickness, method _______________...............................Meter

603 (07) _______-mm steel end section.........................................Each

603 (08) _______-mm span, ________-mm rise steel end section ..............................................................................Each

603 (09) _______-mm ________ -type _________ -coated corrugated steel pipe, ______-mm thickness, method ____________.....................................................Meter

603 (10) _______-mm _______ -type _________ -coated paved invert corrugated steel pipe, _____-mm thickness, method __________.........................................Meter

603 (11) _______-mm span, ______-mm rise ________-type _________ -coated corrugated steel pipe arch, _______-mm thickness, method _____________.............Meter

603 (12) ______-mm _______ -type _______ -coated steel section end.......................................................................Each

603 (13) ______-mm span, ______-mm rise _______-coated steel end section...............................................................Each

603 (14) ______-mm corrugated aluminum pipe, ______-mm thickness, method _____________...............Meter

603 (15) _______-mm paved invert corrugated aluminum pipe, ______-mm thickness, method ____________........Meter

603 (16) _______-mm span, _______-mm rise corrugated aluminum pipe arch, _______-mm thickness, method _____________...................................................Meter

603 (17) _______-mm aluminum end section.................................Each

603 (18) _______-mm span, ______-mm rise aluminum end section.......................................................................Each

603 (19) Pipe elbow, ______-mm diameter, _______-mm thickness...........................................................................Each

603 (20) Branch connection, ______-mm diameter, _____-mm thickness........................................................Each

603 (21) Furnishing and placing backfill material for pipe.........Cubic Meter

Section 603A—Concrete Pipe

Description

603A.01 Work. Furnish and install, or install only, concrete pipe and pipe appurtenances, including all bedding and backfilling required to complete the work.

Materials

603A.02 Requirements. Furnish materials that meet the requirements specified in the following subsections:

Nonreinforced Concrete Pipe..............................................706.01 Precast Reinforced Concrete Box Sections.........................706.07 Reinforced Arch-Shaped Concrete Pipe..............................706.04 Reinforced Concrete Pipe...................................................706.02 Reinforced D-Load Concrete Pipe......................................706.06 Reinforced Elliptical-Shaped Concrete Pipe.......................706.05 Watertight Gaskets.............................................................712.03

Furnish end sections constructed of the same material as the main section of the pipe.

Furnish bedding material that conforms to the requirements of Subsection 603A.04.

Furnish backfill material that conforms to the requirements of Subsection 603A.06, or as SHOWN ON THE DRAWINGS.

The lengths and locations of individual pipe SHOWN ON THE DRAWINGS are approximate. Do not order pipe until culvert locations are designated on the ground and a written list of the correct lengths is approved by the CO.

Construction

603A.03 Excavation. Conduct excavation in accordance with the requirements are specified in Section 206A. Excavate the trench a minimum of 100 mm below grade.

Specific pipe installation time restrictions and installation plan requirements are

SHOWN ON THE DRAWINGS.

603A.04 Bedding. Unless otherwise SHOWN ON THE DRAWINGS, backfill the trench with bedding material to grade. Extend bedding material to a minimum height of one-sixth the pipe diameter above the bottom of the pipe, and compact it in accordance with Subsection 603A.06.

Bed pipe with select excavated material from the roadway in the vicinity of the pipe, or with material from the source SHOWN ON THE DRAWINGS. Use material that contains no rocks greater than 25 mm in size. Ensure that the bedding surface provides a foundation of uniform density and support throughout the entire length of the pipe; provides for camber as SHOWN ON THE DRAWINGS; and has recesses shaped to receive the bell, of the bell and spigot pipe.

603A.05 Placing & Joining. Do not place or backfill any pipe until the excavation and foundation have been approved by the CO and a suitable outlet has been constructed. Ensure that the bell or groove ends face upstream. Join the pipe section so that the inner surfaces are reasonably flush and even, and the ends are entered as required. Make joints with a cold applied bituminous mastic, with rubber, or with plastic ring gaskets, as SHOWN ON THE DRAWINGS. When using mastic material, fill the joints with the material prior to joining the pipe.

603A.06 Backfilling. Furnish readily compactible backfill material that is free from frozen lumps and chunks of highly plastic clay or other objectionable material. Use no rock larger than 75 mm in greatest dimension within 300 mm of the pipe.

Place backfill material at or near optimum moisture content, and compact it in layers not exceeding 150 mm loose thickness on both sides, and to an elevation of 300 mm above the top of the pipe. Thoroughly compact the backfill under the haunches of the pipe. Bring the backfill up evenly on both sides of the pipe for the full length. Make the width of backfill on each side of the pipe equal to the diameter of the pipe.

Compact the backfill to at least 95 percent of the maximum density, as determined by AASHTO T 99, method C or D, unless otherwise SHOWN ON THE

DRAWINGS.

Determine density of the compacted material during the process of the work in accordance with AASHTO T 191, T 205, or T 238; and AASHTO T 217, T 239, or T 255. Corrections for coarse particles may be made in accordance with AASHTO T 224.

Ensure that the final installed alignment of all pipe allows no reverse grades, and does not permit horizontal and vertical alignments to vary from a straight line drawn from center of inlet to center of outlet by more than 2 percent of pipe center length or 300 mm, whichever is less.

Section 603A

Measurement

603A.07 Method Use the method of measurement that is DESIGNATED IN THE SCHEDULE OF

ITEMS.

When DESIGNATED IN THE SCHEDULE OF ITEMS, measure backfill material adjacent to the pipe 300 mm horizontally and vertically from the outside dimensions of the pipe, with a deduction for the volume of the pipe along the full length of the backfill.

Payment

603A.08 Basis. The accepted quantities will be paid for at the contract unit price for each PAY ITEM DESIGNATED IN THE SCHEDULE OF ITEMS.

Payment will be made under:

Pay Item Pay Unit

603A (01) ______-mm reinforced concrete pipe, class ____________.......................................................Meter

603A (02) ______-mm span, _______-mm rise reinforced concrete pipe, class _________________.......................Meter

603A (03) ______-mm reinforced concrete end section..................Each

603A (04) ______-mm span, ______-mm rise reinforced concrete end section.......................................................Each

603A (05) Furnishing and placing backfill material for pipe.......Cubic Meter

Section 603A

Section 603B—Plastic Pipe

Description

603B.01 Work. Furnish and install, or install only, plastic pipe and pipe appurte-nances, including all bedding and backfilling required to complete the work.

Materials

603B.02 Requirements. Furnish materials that meet the requirements specified in the following subsections:

Plastic Pipe.........................................................................706.08 Watertight Gaskets.............................................................712.03

Furnish bedding material that meets the requirements specified in Subsec-tion 603B.04, or as SHOWN ON THE DRAWINGS.

Furnish backfill materials that meet the requirements specified in Subsec-tion 603B.06, or as SHOWN ON THE DRAWINGS.

The lengths and locations of individual pipe SHOWN ON THE DRAWINGS are approximate. Do not order pipe until culvert locations are designated on the ground and a written list of the correct lengths is approved by the CO.

Construction

603B.03 Excavation. Conduct excavation in accordance with the requirements specified in Section 206A. Excavate a minimum of 200 mm below the designed invert elevation.

Specific pipe installation time restrictions and installation plan requirements are

SHOWN ON THE DRAWINGS.

603B.04 Bedding. Place bedding material in the excavated section, and compact the material to ensure a uniform foundation bed for the pipe.

As bedding material, use selected mineral soil that meets the requirements for backfill specified in Subsection 603B.06.

When SHOWN ON THE DRAWINGS, ensure that the completed bedding has a longitudinal camber.

603B.05 Placing & Joining. Join to form a watertight connection, when SHOWN

ON THE DRAWINGS.

Protect portions of the pipe that will be exposed, when SHOWN ON THE

DRAWINGS.

Ensure that the final installed alignment allows no reverse grades, and does not permit any point to vary from a straight line drawn from center of inlet to center of outlet by more than 2 percent horizontally and vertically of the culvert length, or 300 mm, whichever is less, unless otherwise SHOWN ON THE DRAWINGS.

603B.06 Backfilling. Furnish readily compactible backfill material that is free of frozen lumps and chunks of highly plastic clay (with a plasticity index greater than 10) or other objectionable material. Do not use rocks larger than 25 mm in greatest dimension within 300 mm of the pipe.

Place backfill material that is at or near optimum moisture content, and compact it in layers not exceeding 150 mm loose thickness on both sides, and to an elevation of 300 mm minimum above the top of the pipe. Thoroughly compact the backfill under the haunches of the pipe. Bring the backfill up evenly on both sides of the pipe for the full length. Extend the width of the compacted backfill a minimum of 300 mm on each side of the pipe.

Continue backfilling and compacting until the backfill is a minimum of 300 mm above the top of the culvert.

After bedding and backfilling the pipe, protect it with an adequate cover of embank-ment before heavy equipment is permitted to cross during roadway construction.

Replace any pipe that is distorted by more than 5 percent of nominal dimensions, or that is ruptured or broken.

Compact backfill using method A, B, or C, as DESIGNATED IN THE SCHEDULE

OF ITEMS.

(a) Method A. Ensure that backfill density exceeds the density of the surrounding embankment.

(b) Method B. Ensure that backfill density exceeds 95 percent of the maximum density, as determined by AASHTO T 99, method C or D.

Determine density of the compacted material during the process of the work in accordance with AASHTO T 191, T 205, or T 238; and AASHTO T 217, T 239, or T 255. Corrections for coarse particles may be made in accordance with

AASHTO T 224.

Section 603B

(c) Method C. Ensure a moisture content suitable for obtaining compaction.

Compact each layer using compaction equipment designed for this purpose until visual displacement ceases.

Measurement

603B.07 Method. Use the method of measurement that is DESIGNATED IN THE

SCHEDULE OF ITEMS.

When DESIGNATED IN THE SCHEDULE OF ITEMS, measure backfill material adjacent to the pipe 300 mm horizontally and vertically from the outside dimensions of the pipe, with a deduction for the volume of the pipe along the full length of the backfill.

Payment

603B.08 Basis. The accepted quantities will be paid for at the contract unit price for each PAY ITEM DESIGNATED IN THE SCHEDULE OF ITEMS.

Payment will be made under:

Pay Item Pay Unit

603B (01) _______ -mm plastic pipe, method ____......................Meter

603B (02) Furnishing and placing backfill material for pipe....................................................................Cubic Meter

Section 603B

Section 605—Underdrains

Description

605.01 Work. Furnish and install underdrains, sheet drains, and pavement edge drains.

The term “metal” refers collectively to aluminum and steel.

Materials

605.02 Requirements. Furnish materials that meet the requirements specified in the following subsections:

Aluminum-Alloy Corrugated Pipe......................................707.03 Asphalt-Coated Pipe...........................................................707.04 Geocomposite Drains..........................................................714.02 Geotextile, Type I (A, B, C, D, E, or F)..............................714.01 Granular Backfill................................................................703.03 Metallic-Coated Corrugated Steel Pipe...............................707.02 Perforated Concrete Pipe....................................................706.03 Plastic Pipe.........................................................................706.08 Repair of Damaged Coatings..............................................707.15 Structural Backfill...............................................................704.04

Construction

605.03 General. Use the same material and coating on all contiguous drain sections, extensions, elbows, branch connections, and other special sections.

Type of backfill material and underdrain pipe material, orientation of geosynthetic material, and approximate location are SHOWN ON THE DRAWINGS. Determine the final location and length in the field.

Conduct excavation in accordance with the requirements specified in Section 206A.

If geotextile or geocomposite is used, smooth the trench surfaces by removing all projections that may damage the geotextile or geocomposite. Replace geotextile or geocomposite damaged during installation. Make repairs to geocomposites in accordance with the manufacturer’s recommendations.

Do not permit soil materials or other foreign matter to enter the drain systems. Plug the upgrade end of installations.

Backfill in 150-mm layers by first dampening the granular backfill and then compacting each layer with two or more passes of a mechanical tamper.

Furnish nonperforated pipe for outlet pipe. Install outlet pipe as specified in Sections 603, 603A, and 603B. Immediately place and secure a screen made of 1.4-mm-diameter galvanized wire with approximately 13 ∞ 13-mm mesh openings over the outlet ends of all exposed pipes and weep holes.

605.04 Underdrain & Trench. Place a layer of granular backfill at least 100 mm in thickness in the bottom of the trench.

Furnish a collector pipe at least 125 mm in diameter with all underdrains.

Join pipe sections securely with coupling fittings or bands. Join PVC and acryloni-trile-butadiene-styrene (ABS) pipe using either a flexible elastomeric seal or solvent cement. Join polyethylene pipe with snap-on, screw-on, or wrap-around coupling bands, as recommended by the manufacturer.

When underdrain is placed in drainages, prevent infiltration of surface water by placing material conforming to AASHTO M 145 classifications A-4, A-5, A-6, or A-7 in the top 300 mm of the trench.

(a) Standard Underdrain. When geotextile is required, place the long dimension of the geotextile parallel to the centerline of the trench. Position the geotextile, without stretching, such that it lies smoothly in contact with the trench surface. Overlap the joints a minimum of 600 mm with the upstream geotextile placed over the down-stream geotextile.

Place collector pipe with the perforations down. Firmly embed the underdrain pipe in granular backfill material.

Place granular backfill to a height of 300 mm above the top of the collector pipe and compact. Do not displace the collector pipe. Place and compact the remainder of the granular backfill material as specified in Subsection 603.08, method A or B.

Fold the geotextile over the top of the granular backfill with a minimum overlap of 300 mm.

(b) Geocomposite Underdrain or Sheet Drain. Extend the geotextile from the bottom of the drainage core around the collector pipe.

Section 605

Construct splices, joints, and outlet fittings as recommended by the manufacturer and in a manner that prevents infiltration of soil into the geocomposite core and does not impede flow through the geocomposite core or damage the core.

Place the assembled geocomposite in the trench with the geocomposite placed against the inflow side of the trench. If the trench wall is irregular such that flow along or through the geocomposite may be impeded, smooth the trench or place a layer of granular backfill between the geocomposite and the trench wall.

Temporarily support the drain against the trench side while backfilling.

When the trench is less than 0.5 m in width, backfill the trench using fine granular backfill. Except as otherwise indicated, backfilling in layers and compacting are not required. After the backfill is in place, densify by wheel rolling, vibrating, tamping with a mechanical tamper, or flooding with water.

When the trench is 0.5 m or more in width, place granular coarse or fine backfill to a height of 300 mm above the top of the collector pipe and compact the material.

Finish backfilling the trench as indicated in Subsection 605.03.

605.05 Geocomposite Sheet Drain. Do not place sheet drain against a mortar course less than 4 days old.

When a geocomposite is used in conjunction with a waterproof membrane, install drainage panels compatible with the membrane using methods recommended by the membrane manufacturer. Assemble and place the geocomposite drain against the surface to be backfilled according to the manufacturer’s recommendations.

Splice geocomposite drains so the flow across the edges is continuous. Overlap the geotextile a minimum of 75 mm in the direction of waterflow. For vertical splices, overlap the geotextile in the direction that backfill proceeds.

Connect the drainage core to the collector pipe or weep holes so the flow is continu-ous through the system. Extend the geotextile from the bottom of the drainage core around the collector pipe.

Backfill with structural backfill material, and compact it as specified in Subsec-tion 605.03.

605.06 Geocomposite Pavement Edge Drain. Assemble the geocomposite pavement edge drain and outlet material according to the manufacturer’s recommen-dations and place them in the trench. If the trench is irregular such that flow along or through the geocomposite may be impeded, smooth the trench or place a layer of fine granular backfill between the geocomposite and the trench wall.

Temporarily support the drain against the trench while backfilling.

When the trench is less than 0.5 m in width, backfill the trench using fine granular backfill. Backfilling in layers and compacting are not required. After the backfill is in place, densify by wheel rolling, vibrating, tamping with a mechanical tamper, or flooding with water.

When the trench is 0.5 m or more in width, place coarse or fine backfill to a height of 300 mm above the top of the collector pipe and compact. Finish backfilling the trench as indicated in Subsection 605.03.

When underdrain is placed in drainages, prevent infiltration of surface water by placing material conforming to AASHTO M 145 classifications A-4, A-5, A-6, or A-7 in the top 300 mm of the trench.

Measurement

605.07 Method. Use the method of measurement that is DESIGNATED IN THE

SCHEDULE OF ITEMS.

Measure geotextile material on surface area covered according to the dimensions, as

SHOWN ON THE DRAWINGS.

Payment

605.08 Basis. The accepted quantities will be paid for at the contract unit price for each PAY ITEM DESIGNATED IN THE SCHEDULE OF ITEMS.

Payment will be made under:

Pay Item Pay Unit

605 (01) Standard underdrain system..............................................Meter

605 (02) Geocomposite underdrain system.....................................Meter

605 (03) Geocomposite sheet drain system...............................Square Meter

605 (04) Geocomposite pavement edge drain system......................Meter

605 (05) _____-mm collector pipe..................................................Meter

605 (06) _____-mm outlet pipe......................................................Meter

605 (07) Coarse granular backfill ...............................................Cubic Meter

605 (08) Fine granular backfill...................................................Cubic Meter

605 (09) Geotextile material .....................................................Square Meter

605 (10) Structural backfill........................................................Cubic Meter

Section 606—Guardrail

Description

606.01 Work. Construct guardrail systems, and/or modify, remove, reset, and/or raise existing guardrail systems.

(a) Guardrail systems are designated as follows:

G1 Cable guardrail G2 W-beam (weak post) G3 Box beam G4 Blocked-out W-beam standard barrier G9 Blocked-out thrie-beam standard barrier MB4 Blocked-out W-beam median barrier SBTA Steel-backed timber guardrail/timber posts and blockout SBTB Steel-backed timber guardrail/timber posts and no blockout CRT W-beam guardrail and no blockout STLG Steel-backed log rail

(b) Steel guardrail types are designated as follows:

I Zinc-coated, 550 g/m2

II Zinc-coated, 1,100 g/m2

III Painted rails IV Corrosion-resistant steel

(c) Steel guardrail classes are designated as follows:

A Metal thickness—2.67 mm B Metal thickness—3.43 mm

(d) Terminal section types are designated as follows:

BCT Breakaway cable terminal CRT Cable releasing terminal MELT Modified eccentric loader terminal G4–BAT Back slope anchor terminal

Materials

606.02 Requirements. Furnish materials that meet the requirements specified in the following section and subsections:

Box Beam Rail...................................................................710.07 Corrosion-Resistant Steel Rail............................................ 710.06(b) Galvanized Steel Rail.......................................................... 710.06(a) Guardrail Hardware............................................................710.10 Guardrail Hardware (Reflector Tabs)..................................710.10 Guardrail Posts...................................................................710.09 Minor Concrete Structures Precast Concrete Units (Precast Anchors)...........................725.11 Retroreflective Sheeting, Type I or Type II.........................718.01 Steel-Backed Timber Rail...................................................710.08 Treated Structural Timber & Lumber..................................716.03 Welding ..............................................................................555.18 Wire Rope or Wire Cable...................................................709.02

Construction

606.03 Posts. When pavement is within 1 m of the guardrail, set posts before placing the pavement.

Do not shorten guardrail posts unless the cut end is set in concrete. Do not shorten posts in terminal sections.

Drive posts into pilot holes that are punched or drilled. The dimensions of the pilot hole shall not exceed the dimensions of the post by more than 15 mm. Set posts plumb, backfill, and compact in accordance with Subsection 206A.10.

When longer posts are specified, do not use them in the terminal sections.

Alternate hole arrangements, when specified, do not apply to posts in the anchorage assembly.

Protect posts from traffic at all times by attaching rail elements and all associated hardware, or by other approved methods.

606.04 Rail Elements. Install the rail elements after the pavement adjacent to the guardrail is complete. Do not modify specified hole diameters or slot dimensions.

Install guardrail systems of the type and class SHOWN ON THE DRAWINGS.

(a) Steel Rail. Shop bend all curved guardrail with a radius of 45 m or less.

Section 606

Erect rail elements in a smooth continuous line with the laps in the direction of traffic flow. Use bolts that extend at least 6 mm, but not more than 25 mm beyond the nuts. Tighten all bolts.

Paint all scrapes on galvanized surfaces that are through to the base metal with two coats of zinc-oxide paint.

Where installation of the rail elements interferes with paving operation, rail elements may be temporarily attached directly to the posts without blockouts. Install blockouts within 15 days following the paving operation. Securely bolt a type 1 end section assembly to the last post at the end of each day on guardrail sections that have an exposed end toward oncoming traffic. Diaphragms are optional in the end section assembly.

(b) Timber Rail. Align timber guardrail along the top of the rail.

Field cut timber rails to produce a close fit at joints. Treat field cuts with two coats of the preservative originally used for treatment.

(c) Log Rail. Construct log rail as SHOWN ON THE DRAWINGS.

606.05 Terminal Sections. Construct terminal sections at the locations shown.

Terminal sections consist of posts, railing, hardware, and anchorage assembly necessary to construct the type of terminal section specified.

Where concrete anchors are installed, construct either cast-in-place or precast units.

Do not connect the guardrail to cast-in-place anchors until the concrete has cured 7 days. Install end anchor cables tightly, without slack.

Use either the steel tube anchor or the concrete anchor in the construction of the anchorage assembly for the type BCT terminal section.

When required, construct earth berms as specified in Section 203.13.

606.06 Connection to Structure. Construct connection to structure and, where required, reinforced concrete transition as SHOWN ON THE DRAWINGS.

606.07 Removing & Resetting Guardrail. Remove and store the existing guardrail, posts, and appurtenances. Remove and dispose of posts that are set in concrete. Replace all guardrail, posts, and hardware damaged during removal, storage, or resetting. Backfill all holes resulting from the removal of guardrail posts and anchors with granular material as specified in Subsection 206A.10.

606.08 Raising Guardrail. Remove the existing guardrail and appurtenances.

Replace and reset posts as needed. Replace all guardrail, posts, and hardware damaged during the removal and raising.

Measurement

606.09 Method. Use the method of measurement that is DESIGNATED IN THE

SCHEDULE OF ITEMS.

Measure guardrail, except steel-backed timber guardrail and steel-backed log rail, by the meter along the face of the rail, excluding terminal sections. Measure steel-backed timber guardrail and steel-backed log rail by the meter along the face of the rail, including terminal sections. Measure transition sections from G9 rail to G4 rail as G9 rail.

Measure terminal sections, except steel-backed timber guardrail terminal sections and steel-backed log rail terminal sections, by the each.

Measure removing and resetting guardrail and raising guardrail by the meter along the face of the rail, including reset terminal sections.

Measure replacement posts (except replacement posts for posts damaged by construction operations) used in removing, resetting, or raising guardrail by the each.

Measure reinforced concrete flared back parapet wall and safety shape transition by the each.

Payment

606.10 Basis. The accepted quantities will be paid for at the contract unit price for each PAY ITEM DESIGNATED IN THE SCHEDULE OF ITEMS.

Payment will be made under:

Pay Item Pay Unit

606 (01) Guardrail system ____, type ___, class ___......................Meter

606 (02) Terminal section, ______________..................................Each Description

606 (03) Removing and resetting guardrail.....................................Meter

606 (04) Raising guardrail..............................................................Meter

606 (05) Replacement posts............................................................Each

606 (06) Connection to structure.....................................................Each

606 (07) Reinforced concrete transition..........................................Each

Section 607—Fences, Gates, & Cattleguards

Description

607.01 Work. Furnish and install, or install only, fences, gates, and cattleguards.

Materials

607.02 Requirements. Furnish materials that meet the requirements specified in the following sections and subsections:

Barbed Wire.......................................................................710.01 Chain Link Fence...............................................................710.03 Fence Posts.........................................................................710.04 Material for Timber Structures Precast Concrete Units........................................................725.11 Reinforcing Steel................................................................709.01 Structural Metal Timber Rails.......................................................................710.13 Woven Wire.......................................................................710.02

Furnish materials for gates and cattleguards that meet the requirements as SHOWN ON THE DRAWINGS. Concrete for cattleguard units may be cast-in-place or precast. Furnish concrete that meets the requirements specified in Subsection 602.03, method A or B, as SHOWN ON THE DRAWINGS.

Construction

607.03 Fences & Gates. Remove trees, brush, and other obstacles along the fence line that interfere with the fence. Do not perform continuous grubbing or grading along the fence line. Where possible, erect the fence on natural ground. Establish clearing width and dispose of materials as SHOWN ON THE DRAWINGS.

When drilling into solid rock is required to set a post, the post may be shortened, provided a minimum of 300 mm of post is grouted into the rock.

Where breaks in a run of fencing are required, or at intersections with existing fences, adjust post spacing to meet the requirements for the type of closure.

When posts, braces, or anchors are to be embedded in concrete, install temporary guys or braces as required to hold the posts in proper position until the concrete has set. Install no materials on posts, and place no strain on guys and bracing set in concrete, until 7 days have elapsed from the time the concrete was placed.

Set all posts vertically and to the grade and alignment SHOWN ON THE DRAW- INGS. Do not cut tops of posts unless approved by the CO.

Stretch wire or fencing taut, and firmly attach it to the posts and braces, as SHOWN

ON THE DRAWINGS.

At each location where a high-voltage overhead electric transmission line crosses a fence containing metal, ground the fencing by installing a galvanized or copper-coated steel grounding rod 2.5 m long, with a minimum diameter of 13 mm, directly below the point of crossing. Drive the rod vertically until the top is 150 mm below the ground surface.