Div_50.pdf

Lower Rio Grande Flood Control Project Rehabilitation of Main Floodway, From 23rd Street to FM 1015 Hidalgo County, Texas

DIVISION 50-

USIBWC Contract No.: IBM09B0005 ROADWAY CONSTRUCTION

US INTERNATIONAL BOUNDARY & WATER COMMISSION

GOVERNING TECHNICAL SPECIFICATIONS AND PROVISIONS

DIVISION 50 – ROADWAY CONSTRUCTION

DIVISION 50-

USIBWC Contract No.: IBM09B0005 ROADWAY CONSTRUCTION

This Page Intentionally Blank

ROADWAY EMBANKMENT

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SPECIFICATION 50 11 00

This specification includes requirements for the construction of roadway embankment within the Work area, and includes the following:

1.0 General

2.0 Materials & Equipment

3.0 Construction Methods

4.0 Measurement and Payment

PART 1 - GENERAL

1.1 RELATED DOCUMENTS, CONTRACT CLAUSES, & SPECIFICATIONS

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification in accordance with all terms of the Contract herein.

A. Related documents: As described in paragraph 1.2 of SPECIFICATION 01 01 00.

B. Contract: Section I, 52.236-21“Specifications and Drawings for Construction”

C. Technical Specifications:

• SPECIFICATION 60 10 00, “Excavation and Backfill for Structures”

D. References:

• Texas Department of Transportation Testing Standard (Tex)-104-E Determining Liquid Limits of Soils, August 1999

• Tex-106-E Calculating the Plasticity Index of Soils, August 1999

• Tex-107-E Determining the Bar Linear Shrinkage of Soils, August 1999

• Tex-114-E Laboratory Compaction Characteristics and Moisture-Density Relationship of Subgrade, Embankment Soils, and Backfill Material, February 2005

1.2 GENERAL

In general, the Contractor shall furnish, place, and compact materials for construction of roadways or any designated section of the roadway where additional material is required.

PART 2 – MATERIALS & EQUIPMENT

2.1 MATERIALS

The Contractor shall furnish compliance-confirmed material capable of forming a stable and well-bonded embankment from required excavation in the areas shown on the plans or from sources outside the right of way; provide granular material that is free from vegetation or other objectionable material and shall

USIBWC Contract No.: IBM09B0005 Page 50.11.00 - 2 meet the following requirements.

Property Test Method Specification Limit Liquid Limit Tex-104-E ≤ 45 Plasticity Index (PI) Tex-106-E ≥ 8 and ≤ 30 Bar Linear Shrinkage Tex-107-E ≥ 2

The Linear Shrinkage test only needs to be performed as indicated in Tex-104-E.

2.2 EQUIPMENT (No Requirements Defined for this Specification)

PART 3 – CONSTRUCTION METHODS

The Contractor shall implement construction methods as follows:

3.1 MATERIAL SOURCE / PREPARATION

A. Notify the Government before opening a material source. Complete preparation of the right of way, for areas to receive embankment. Backfill tree-stump holes or other minor excavations with compliance-confirmed material and tamp. Restore the ground surface, including any material disked loose or washed out, to its original slope. Compact the ground surface by sprinkling and by rolling.

B. Scarify and loosen the unpaved surface areas, except rock, to a depth of at least six (6) inches, unless otherwise shown on the plans. Bench slopes before placing material. Begin placement of material at the toe of slopes. Do not place trees, stumps, roots, vegetation, or other objectionable material in the embankment. Simultaneously re-compact scarified material with the placed embankment material. Do not exceed the layer depth specified in “Compaction Methods.”

3.2 EMBANKMENT

A. Construct embankments to the grade and sections shown on the plans. Construct the embankment in layers approximately parallel to the finished grade for the full width of the individual roadway cross sections, unless otherwise shown on the plans. Ensure that each section of the embankment conforms to the detailed sections or slopes. Maintain the finished section, density, and grade until the project is accepted.

B. Earth Embankments. Earth embankment is mainly composed of material other than rock.

Construct embankments in successive layers, evenly distributing materials in lengths suited for sprinkling and rolling. Obtain compliance-confirmation to incorporate rock and broken concrete produced by the construction project in the lower layers of the embankment. When the size of compliance-confirmed rock or broken concrete exceeds the layer thickness requirements in Part 3.3, “Compaction Methods” herein, place the rock and concrete outside the limits of the completed roadbed. Cut and remove all exposed reinforcing steel from the broken concrete.

Move the material dumped in piles or windrows by blading or by similar methods and incorporate

USIBWC Contract No.: IBM09B0005 Page 50.11.00 - 3 it into uniform layers. Featheredge or mix abutting layers of dissimilar material for at least one hundred (100) feet to ensure there are no abrupt changes in the material. Break down clods or lumps of material and mix embankment until a uniform material is attained. Apply water free of industrial wastes and other objectionable matter to achieve the uniform moisture content specified for compaction. Compact the layer to the required density in accordance with Part 3.3 A, “Compaction Methods, Density Control.”

C. Rock Embankments. Rock embankment is mainly composed of rock. Construct rock embankments in successive layers for the full width of the roadway cross-section with a depth of eighteen (18) inches or less. Increase the layer depth for large rock sizes as compliance-confirmed. Do not exceed a depth of two and one-half (2 ½ ) feet in any case. Fill voids created by the large stone matrix with smaller stones during the placement and filling operations. Ensure the depth of the embankment layer is greater than the maximum dimension of any rock. Do not place rock greater than two (2) feet in its maximum dimension, unless otherwise compliance-confirmed. Construct the final layer with graded material so that the density and uniformity is in accordance with Part 3.3, “Compaction Methods.” Break up exposed oversized material as compliance-confirmed. Compact each layer to the required density in accordance with Part 3.3 A, “Compaction Methods, Density Control.” Proof-roll each rock layer where density testing is not possible to ensure proper compaction.

D. Embankments Adjacent to Culverts and Bridges. Compact embankments adjacent to culverts and bridges in accordance with SPECIFICATION 60 10 00, “Excavation and Backfill for Structures.”

3.3 COMPACTION METHODS

The Contractor shall begin rolling longitudinally at the sides and proceed toward the center, overlapping on successive trips by at least one-half (1/2) the width of the roller. On super elevated curves, begin rolling at the lower side and progress toward the high side. Alternate roller trips to attain slightly different lengths.

A. Density Control. Compact each layer to the required density. Determine the maximum lift thickness based on the ability of the compacting operation and equipment to meet the required density. Do not exceed layer thickness of eight (8) inches loose or six (6) inches compacted material, unless otherwise compliance-confirmed. Maintain a level layer to ensure uniform compaction. Tex-114-E will be used to determine the maximum dry density (Da) and optimum moisture content (W opt). The Contractor shall meet the requirements for field density and moisture content in Table 1 below, unless otherwise shown on the plans.

Each layer is subject to testing by the Government for density and moisture content. During compaction, the moisture content of the soil should not exceed the value shown on the moisture-density curve, above optimum, required to achieve:

• Ninety-eight percent (98%) dry density for soils with a PI greater than 15 but less than or equal to 35 or

• Ninety-five percent (95%) dry density for soils with PI greater than 35.

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Table 1 Field Density Control Requirements

Density Moisture Content Description Tex-115-E

PI ≤ 15 ≥ 98% Da

15 < PI ≤ 35 ≥ 98% Da and ≤ 102% Da ≥ Wopt

PI > 35 ≥ 95% Da and ≤ 100% Da ≥ Wopt

When required, remove small areas of the layer to allow for density tests. Replace the removed material and re-compact at no additional expense to the Government. Proof-roll to correct soft spots.

B. Maintenance of Moisture and Reworking. Maintain the density and moisture content once all requirements in Table 1 are met. For soils with a PI greater than 15, maintain the moisture content no lower than four (4) percentage points below optimum. Rework the material to obtain the specified compaction when the material loses the required stability, density, moisture, or finish. Alter the compaction methods and procedures on subsequent work to obtain specified density.

C. Acceptance Criteria.

(1) Grade Tolerances.

(a) Staged Construction. Grade to within one-tenth (0.1) foot in the cross-section and one-tenth (0.1) foot in sixteen (16) feet measured longitudinally.

(b) Turnkey Construction. Grade to within one-half (1/2) inch in the cross-section and 1 one-half (1/2) inch in sixteen (16) feet measured longitudinally.

(2) Gradation Tolerances. When gradation requirements are shown on the plans, material is acceptable when not more than one (1) of the five (5) most recent gradation tests is outside the specified limits on any individual sieve by more than five (5) percentage points.

(3) Density Tolerances. Compaction work is acceptable when not more than one (1) of the five (5) most recent density tests is outside the specified density limits, and no test is outside the limits by more than three (3) pounds per cubic foot.

(4) Plasticity Tolerances. Material is acceptable when not more than one (1) of the five (5) most recent PI tests is outside the specified limit by no more than two (2) points.

PART 4 – MEASUREMENT AND PAYMENT

4.1 MEASUREMENT

Embankment will be measured by the cubic yard in its final position using the average end area method.

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The volume is computed between the original ground surface or the surface upon which the embankment is to be constructed and the lines, grades, and slopes of the embankment. This is a plans quantity measurement bid item; the quantity to be paid is the quantity shown in the proposal. Shrinkage or swelling factors are not considered in determining the calculated quantities shown in the plans.

4.2 PAYMENT

The work performed and materials furnished in accordance with this Specification and measured as provided under “Measurement” will be paid for at the unit price bid for “Roadway Embankment” of the roadway type specified. This price is full compensation for furnishing embankment; hauling; placing, compacting, finishing, and reworking; disposal of waste material; and equipment, labor, tools, and incidentals. Proof rolling is considered subsidiary to this Item. Additionally, all sprinkling and rolling will not be paid for directly, but will be considered subsidiary to this Item, unless otherwise shown on the plans. Correction of soft spots in the subgrade will be at the Contractor’s expense.

- END OF SPECIFICATION -

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ROADWAY EXCAVATION

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SPECIFICATION 50 12 00

This specification includes requirements for the construction of roadway excavation within the Work

1.0 General

2.0 Materials & Equipment

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification

B. B. Contract: Section I “Specifications and Drawings for Construction”

• SPECIFICATION 50 11 00, “Roadway Embankment”

D. References: (None Defined for this Specification)

In general, the Contractor shall excavate areas as shown on the plans for the construction of roadways.

The Contractor shall remove materials encountered to the lines, grades, and typical sections shown on the plans and cross-sections.

2.1 MATERIALS (No Requirements Defined for this Specification)

The Contractor shall accept ownership of unsuitable or excess material and dispose of material in accordance with local, state, and federal regulations at locations outside the right of way. The Contractor shall maintain drainage in the excavated area to avoid damage to the roadway section; shape slopes to avoid loosening material below or outside the proposed grades; remove and dispose of slides. The

USIBWC Contract No.: IBM09B0005 Page 50.12.00 - 2

Contractor shall correct any damage to the subgrade caused by weather, at no additional cost to the Government.

A. Rock Cuts. Excavate to finish subgrade. Manipulate and compact subgrade in accordance with SPECIFICATION 50 11 00 Roadway Embankment “Compaction Methods,” unless excavation is to clean homogenous rock at finish subgrade elevation. If excavation extends below finish subgrade, use compliance-confirmed embankment material compacted in accordance with SPECIFICATION 50 11 00 Roadway Embankment “Compaction Methods” to replace undercut material at no additional cost.

B. Earth Cuts. Excavate to finish subgrade. In areas where base or pavement structure will be placed on subgrade, scarify subgrade to a uniform depth at least six (6) inches below finish subgrade elevation. Manipulate and compact subgrade in accordance with SPECIFICATION 50 11 00 Roadway Embankment “Compaction Methods”.

C. If unsuitable material is encountered below subgrade elevations, take corrective measures.

D. Subgrade Tolerances. For turnkey construction, excavate to within one-half (1/2)-inch in cross-section and one-half (1/2)-inch in sixteen (16) feet measured longitudinally. For staged construction, excavate to within one-tenth (0.1) of a foot in cross-section and one-tenth (0.1) of a foot in sixteen (16) feet measured longitudinally.

Embankment will be measured by the cubic yard in its original position as computed by the method of average end areas. This is a plans quantity measurement bid item; the quantity to be paid is the quantity shown in the proposal. Shrinkage or swelling factors are not considered in determining the calculated quantities shown in the plans.

4.2 PAYMENT

The work performed and materials furnished in accordance with this Specification and measured as provided under “Measurement” will be paid for at the unit price bid for “Roadway Excavation”. This price is full compensation for authorized excavation; drying; undercutting subgrade and reworking or replacing the undercut material in rock cuts; hauling; disposal of material not used elsewhere on the project; scarification and compaction; and equipment, labor, materials, tools, and incidentals.

ROADWAY BASE

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SPECIFICATION 50 20 00

This specification includes requirements for the construction of roadway base within the Work area, and includes the following:

1.0 General

2.0 Materials & Equipment

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification

• SPECIFICATION 31 81 00 Proof Rolling

• Texas Department of Transportation Department Material Specification (DMS)-11000 Evaluating and Using Nonhazardous Recyclable Materials Guidelines, October 2008

• Texas Department of Transportation Testing Standard (Tex)-100-E Surveying and Sampling Soils for Highways, August 1999

• Tex-103-E Determining Moisture Content in Soil Materials, August 1999

• Tex-104-E Determining Liquid Limits of Soils, August 1999

• Tex-106-E Calculating the Plasticity Index of Soils, August 1999

• Tex-110-E Particle Size Analysis of Soils, August 1999

• Tex-113-E Laboratory Compaction Characteristics and Moisture-Density Relationship of Base Materials, November 2004

• Tex-115-E Field Method for Determining In-Place Density of Soils and Base Materials, August 1999

• Tex-116-E Ball Mill Method for Determining the Disintegration of Flexible Base Material, June 2000

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• Tex-117-E Triaxial Compression for Disturbed Soils and Base Materials, August 2002

• Tex-406-A Material Finer Than 75 mm (No. 200) Sieve in Mineral Aggregates (Decantation Test For Concrete Aggregates), August 1999

• Tex-413-A Determining Deleterious Material in Mineral Aggregate, August 1999

• Tex-460-A Determining Crushed Face Particle Count, August 1999

In general, the Contractor shall construct a roadway foundation course composed of base material.

The Contractor shall furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications, and shall notify the Government of the proposed material sources and of changes to material sources. The Government may sample and test project materials at any time before compaction throughout the duration of the project to assure specification compliance. The Contractor shall use Tex-100-E material definitions, and shall incorporate the following requirement for materials as applicable.

A. Aggregate. Furnish aggregate of the type and grade shown on the plans and conforming to the requirements of Table 1. Each source must meet Table 1 requirements for liquid limit, plasticity index, and wet ball mill for the grade specified. Do not use additives such as but not limited to lime, cement, or fly ash to modify aggregates to meet the requirements of Table 1, unless shown on the plans.

B. Material Tolerances. The Government may accept material if no more than one (1) of the five

(5) most recent gradation tests has an individual sieve outside the specified limits of the gradation. When target grading is required by the plans, no single failing test may exceed the master grading by more than five (5) percentage points on sieves No. 4 and larger or three (3) percentage points on sieves smaller than No. 4. The Government may accept material if no more than one (1) of the five (5) most recent plasticity index tests is outside the specified limit.

No single failing test may exceed the allowable limit by more than two (2) points.

C. Material Types. Do not use fillers or binders unless compliance-confirmed. Furnish the type specified on the plans in accordance with the following:

(1) Type A. Crushed stone produced and graded from oversize quarried aggregate that originates from a single, naturally occurring source. Do not use gravel or multiple sources.

(2) Type B. Crushed or uncrushed gravel. Blending of two (2) or more sources is allowed.

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Material Requirements

Property Test Method Grade 1 Grade 2 Grade 3 Grade 4

Master Gradation Sieve Size

% retained

2-1/2 in. – 0 0 1-3/4 in. 0 0–10 0–10 7/8 in. Tex-110-E 10–35 – – 3/8 in. 30–50 – – No. 4 45–65 45–75 45–75 No. 40 70–85 60–85 50–85

As shown on the plans

Liquid limit, % max.1 Tex-104-E 35 40 40 As shown on the plans

Plasticity index, max.1 Tex-106-E 10 12 12

As shown on the plans

Plasticity index, min.1

As shown on the plans

Wet ball mill, % max.2

40 45 –

Wet ball mill, % max.

increase passing the

No. 40 sieve

Tex-116-E 20 20 –

As shown on the plans

Classification3

1.0 1.1–2.3 – As shown on the plans

Min. compressive strength3, psi Tex-117-E

As shown lateral pressure 0 psi 45 35 – on the plans lateral pressure 15 psi 175 175 –

1Determine plastic index in accordance with Tex-107-E (linear shrinkage) when liquid limit is unattainable as defined in Tex-104-E.

2When a soundness value is required by the plans, test material in accordance with Tex-411-A.

3Meet both the classification and the minimum compressive strength, unless otherwise shown on the plans.

(3) Type C. Crushed gravel with a minimum of sixty percent (60%) of the particles retained on a No. 4 sieve with two (2) or more crushed faces as determined by Tex-460-A, Part I.

Blending of two (2) or more sources is allowed.

(4) Type D. Type A material or crushed concrete. Crushed concrete containing gravel will be

USIBWC Contract No.: IBM09B0005 Page 50.20.00 - 4 considered Type D material. Crushed concrete must meet the requirements in “Recycled Material (Including Crushed Concrete) Requirements,” and be managed in a way to provide for uniform quality. The COR may require separate dedicated stockpiles in order to verify compliance.

(5) Type E. As shown on the plans.

D. Recycled Material. Recycled asphalt pavement (RAP) and other recycled materials may be used when shown on the plans. Request compliance-confirmation to blend two (2) or more sources of recycled materials. When RAP is allowed, do not exceed twenty percent (20%) RAP by weight unless otherwise shown on the plans. The percentage limitations for other recycled materials will be as shown on the plans.

E. Recycled Material (Including Crushed Concrete) Requirements. When the Contractor furnishes the recycled materials, including crushed concrete, the final product will be subject to the requirements of Table 1 for the grade specified. Certify compliance with DMS-11000, “Evaluating and Using Non-hazardous Recyclable Materials Guidelines,” for Contractor furnished recycled materials. In addition, recycled materials must be free from reinforcing steel and other objectionable material and have at most one and one-half percent (1.5%) deleterious material when tested in accordance with Tex-413-A. For RAP, do not exceed a maximum percent loss from decantation of five percent (5%) when tested in accordance with Tex-406-A.

Test RAP without removing the asphalt.

F. Water. Furnish water free of industrial wastes and other objectionable matter.

G. Material Sources. When non-commercial sources are used, expose the vertical faces of all strata of material proposed for use. Secure and process the material by successive vertical cuts extending through all exposed strata.

2.2 EQUIPMENT

When proof rolling is required, the Contractor shall provide rollers in accordance with SPECIFICATION 31 81 00 Proof Rolling.

The Contractor shall construct each layer uniformly, free of loose or segregated areas, and with the required density and moisture content; provide a smooth surface that conforms to the typical sections, lines, and grades shown on the plans.

3.1 STOCKPILE

The Contractor shall stockpile base material temporarily at a compliance confirmed location before delivery to the roadway. Build stockpiles in layers no greater than two (2) feet thick. Stockpiles must have a total height between ten (10) feet and sixteen (16) feet, unless otherwise shown on the plans.

After construction and acceptance of the stockpile, loading from the stockpile for delivery is allowed.

Load by making successive vertical cuts through the entire depth of the stockpile. Do not add or remove

USIBWC Contract No.: IBM09B0005 Page 50.20.00 - 5 material from temporary stockpiles that require sampling and testing before delivery unless otherwise compliance-confirmed. Charges for additional sampling and testing required as a result of adding or removing material will be deducted from the Contractor’s estimates. Haul compliance-confirmed flexible base in clean trucks. Deliver the required quantity to each 100-foot station or designated stockpile site as shown on the plans. Prepare stockpile sites. When delivery is to the 100-foot station, manipulate in accordance with the applicable Items.

3.2 PREPARATION OF SUBRADE OR EXISTING BASE

The Contractor shall remove or scarify existing asphalt concrete pavement; shape the subgrade or existing base to conform to the typical sections shown on the plans. When new base is required to be mixed with existing base, deliver, place, and spread the new flexible base in the required amount per station. Manipulate and thoroughly mix the new base with existing material to provide a uniform mixture to the specified depth before shaping. When shown on the plans, proof roll the roadbed and correct soft spots.

3.3 PLACING

The Contractor shall spread and shape flexible base into a uniform layer with a compliance-confirmed spreader the same day as delivered unless otherwise compliance-confirmed; construct layers to the thickness shown on the plans; maintain the shape of the course; control dust by sprinkling; correct or replace segregated areas at no additional expense to the Government; place successive base courses and finish courses using the same construction methods required for the first course.

3.4 COMPACTION

The Contractor shall compact using density control unless otherwise shown on the plans. Multiple lifts are permitted when shown on the plans or compliance-confirmed. Bring each layer to the moisture content. When necessary, sprinkle the material. Begin rolling longitudinally at the sides and proceed towards the center, overlapping on successive trips by at least one-half (1/2) the width of the roller unit.

On super elevated curves, begin rolling at the low side and progress toward the high side. Offset alternate trips of the roller. Operate rollers at a speed between two (2) and six (6) miles per hour.

Rework, re-compact, and refinish material that fails to meet or that loses required moisture, density, stability, or finish before the next course is placed or the project is accepted. Continue work until specification requirements are met. Perform the work at no additional expense to the Government.

A. Density Control. Compact to at least one hundred percent (100%) of the maximum density determined by Tex-113-E unless otherwise shown on the plans. Determine the moisture content of the material at the beginning and during compaction in accordance with Tex-103-E.

B. The Government will determine roadway density of completed sections in accordance with Tex-

115-E. The Government may accept the section if no more than one (1) of the five (5) most recent density tests is below the specified density and the failing test is no more than three (3) pounds per cubic foot below the specified density.

3.5 FINISHING

After completing compaction, the Contractor shall clip, skin, or tight-blade the surface with a maintainer or subgrade trimmer to a depth of approximately one-fourth (1/4) inch. Remove loosened material and dispose of it at a compliance-confirmed location. Seal the clipped surface immediately by rolling with a pneumatic tire roller until a smooth surface is attained. Add small increments of water as

USIBWC Contract No.: IBM09B0005 Page 50.20.00 - 6 needed during rolling. Shape and maintain the course and surface in conformity with the typical sections, lines, and grades as shown on the plans. In areas where surfacing is to be placed, correct grade deviations greater than one-fourth (1/4) inch in sixteen (16) feet measured longitudinally or greater than one-fourth (1/4) inch over the entire width of the cross-section. Correct by loosening, adding, or removing material. Reshape and re-compact in accordance with Part 3.4 “Compaction.”

3.6 CURING

The Contractor shall cure the finished section until the moisture content is at least two (2) percentage points below optimum before applying the next successive course or prime coat.

Gravel or base material will be measured by the cubic yard complete in place in final position. The volume of base course is computed in place by the method of average end areas between the original subgrade or existing base surfaces and the lines, grades, and slopes of the accepted base course as shown on the plans. This is a plans quantity measurement bid item; the quantity to be paid is the quantity shown in the plans.

4.2 PAYMENT

The work performed and materials furnished in accordance with the Bid Item under this Specification, and measured as provided under “Measurement”, will be paid for at the unit price bid for at the unit price bid for “Roadway Flex Base” of the type specified. No additional payment will be made for thickness or width exceeding that shown on the typical section or provided on the plans for cubic yard in the final position. Sprinkling, rolling, and correction of soft spots will not be paid for directly but will be subsidiary to the Bid Item under this Specification unless otherwise shown on the plans. This price is full compensation for furnishing materials, temporary stockpiling, assistance provided in stockpile sampling and operations to level stockpiles for measurement, loading, hauling, delivery of materials, spreading, blading, mixing, shaping, placing, compacting, reworking, finishing, correcting locations where thickness is deficient, curing, furnishing scales and labor for weighing and measuring, and equipment, labor, tools, and incidentals.

PRIME COAT

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SPECIFICATION 50 21 00

This specification includes requirements for the installation of prime coat within the Work area, and includes the following:

1.0 General

2.0 Materials & Equipment

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification

• SPECIFICATION 50 24 00, “Asphalts, Oils, and Emulsions”

D. References: (No Requirements Defined for this Specification)

In general, the Contractor shall prepare and treat existing or newly constructed surfaces with a bituminous material and apply blotter material as required.

A. Bituminous. Use material of the type and grade shown on the plans in accordance with SPECIFICATION 50 24 00, “Asphalts, Oils, and Emulsions.”

B. Blotter. Unless otherwise shown on the plans or compliance-confirmed, use either base course sweepings obtained from cleaning the base or native sand as blotter materials.

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3.1 GENERAL

The Contractor shall apply the mixture when the air temperature is sixty degrees Fahrenheit (60°F) and above, or above fifty degrees Fahrenheit (50°F) and rising. Measure the air temperature in the shade away from artificial heat. The COR will determine when weather conditions are suitable for application.

Do not permit traffic, hauling, or placement of subsequent courses over freshly constructed prime coats.

Maintain the primed surface until placement of subsequent courses or acceptance of the work.

3.2 SURFACE PREPARATION

The Contractor shall prepare the surface by sweeping or other compliance-confirmed methods. Before applying bituminous material, lightly sprinkle the surface with water to control dust and ensure absorption.

3.3 APPLICATION

A. Bituminous. The COR will select the application temperature within the limits recommended in

SPECIFICATION 50 24 00, “Asphalts, Oils, and Emulsions.” Apply material within fifteen degrees Fahrenheit (15°F) of the selected temperature. Distribute the material smoothly and evenly at the required rate. Roll the freshly applied prime coat with a pneumatic-tire roller to ensure penetration.

B. Blotter. Spread blotter material before allowing traffic to use a primed surface. When “Prime

Coat and Blotter” is shown on the plans as a bid item, apply blotter material to primed surface at the rate shown in the plans. When “Prime Oil” is shown on the plans as a bid item, apply blotter to spot locations to accommodate traffic movement through the work area. Remove blotter material before placing the surface. Dispose of blotter material according to applicable state and federal requirements

The quantity for the bid item under this Specification shall be measured by the gallon of bituminous material placed and accepted. This is a plans quantity measurement bid item; the quantity to be paid is the quantity shown in the plans.

4.2 PAYMENT

The work performed and materials furnished in accordance with this Specification and measured as provided under “Measurement” will be paid for at the unit price bid for “Prime Oil” of the type specified.

This price is full compensation for cleaning and sprinkling the area to be primed; materials, including blotter material; and rolling, equipment, labor, tools, and incidentals.

ASPHALT ANTISTRIPPING AGENTS

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SPECIFICATION 50 22 00

This specification includes requirements for the construction of asphaltic pavements within the Work

1.0 General

2.0 Materials & Equipment

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification

C. Technical Specifications: (No Requirements Defined for this Specification)

• Texas Department of Transportation Department Materials Specification (DMS)-

6350 Lime and Lime Slurry, February 2006

In general, the Contractor shall furnish and incorporate all required asphalt antistripping agents in asphalt concrete paving mixtures and asphalt-stabilized base mixtures to meet moisture resistance testing requirements.

A. Lime. The Contractor shall provide hydrated lime or commercial lime slurry in accordance with

DMS-6350.

B. Liquid Antistripping Agent. The Contractor shall provide a liquid antistripping agent that is uniform and shows no evidence of crystallization, settling, or separation; ensure that all liquid antistripping agents arrive in properly labeled and unopened containers, as shipped from the manufacturer, or sealed tank trucks with an invoice to show contents and quantities. The Contractor shall provide product information to the COR including:

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• material safety data sheet,

• specific gravity of the agent at the manufacturer’s recommended addition temperature,

• manufacturer’s recommended dosage range, and

• handling and storage instructions.

The Contractor shall provide all equipment to store, handle, dispense, meter, and mix asphalt antistripping agents.

3.1 LABORATORY DESIGN EVALUATION AND PRODUCTION MIXTURE

VERIFICATION

The Contractor shall provide a laboratory mixture design and production mixture that meets moisture resistance requirements. During design and production, evaluate proposed asphalt pavement or base mixtures according to the moisture resistance requirements in the asphalt mixture specification.

Governing specifications require the Contractor or the Government to design the mixture, and the party performing the design is responsible for the moisture susceptibility evaluation. If the Contractor designs the mixture, the Government verifies compliance. If an antistripping agent is required, determine the dosage needed to achieve the moisture resistance requirements during design. Use this addition rate in the production mixture. When using lime, add between five-tenths percent (0.5%) and two percent (2%) of hydrated lime or commercial lime slurry solids by weight of the individual aggregate treated. When using a liquid antistripping agent, add it to the binder in accordance with the manufacturer’s instructions and do not exceed the manufacturer’s maximum recommended dosage rate. If the production mixture does not meet moisture resistance requirements, stop production and correct the problem.

3.2 ADDITION OF ANTISTRIP AGENTS AT THE MIX PLANT

The Contractor shall connect the measuring device for the addition of the asphalt antistripping agent into the automatic plant controls to automatically adjust the supply to plant production and provide a consistent percentage in the mixture; set automatic plant controls so that an interruption of asphalt antistripping agent’s flow causes plant shutdown.

A. Lime. The Contractor shall incorporate lime in a manner that thoroughly and uniformly distributes lime onto the aggregate surface or into the mixture; use metering equipment, as compliance-confirmed, to ensure the required quantity of lime is used.

(1) Hydrated Lime. Add to the aggregate by one of the following methods, unless otherwise shown on the plans:

(a) Mix in a compliance-confirmed pug mill mixer with damp aggregate containing water at least two percent (2%) above saturated surface dry conditions.

(b) Add into the drum-mix plant immediately before asphalt binder addition or in the pug mill of the weigh-batch plant before asphalt binder addition. If a weigh-batch plant is used, dry mix aggregates and lime before adding asphalt binder.

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(2) Commercial Lime Slurry. Add to the aggregate by one of the following methods, unless otherwise shown on the plans:

(a) Mix in a suitable pug mill mixer with the aggregate.

(b) During mixture production, mix with aggregate between the plant cold feeds and the dryer or mixing drum.

B. Liquid Antistripping Agent. The Contractor shall incorporate into the binder as follows:

(1) Handle in accordance with the manufacturer’s recommendations.

(2) Add at the manufacturer’s recommended addition temperature.

(3) Add into the asphalt line by means of an in-line-metering device, and a blending device to disperse the agent.

(4) Place the metering and blending devices in a compliance-confirmed location.

The work performed by the Contractor under this specification shall not be paid for directly, but shall be considered subsidiary to the various Bid Items under this Contract

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EQUIPMENT FOR ASPHALT CONCRETE PAVEMENT

USIBWC Contract No.: IBM09B0005 Page 50.23.00 - 1

SPECIFICATION 50 23 00

This specification includes requirements for the construction of asphaltic pavements within the Work

1.0 General

2.0 Materials & Equipment

3.0 Construction Methods (No Requirements Defined for this Specification)

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification

• Equipment hauling list maintained by Texas Department of Transportation

• Texas Department of Transportation Testing Standard (Tex)-244-F Thermal Profile of Hot Mix Asphalt, November 2004

In general, the Contractor shall provide equipment to produce, haul, place, compact, and core asphalt concrete pavement.

2.1 MATERIALS (No Requirements Defined for this Specification)

2.2 EQUIPMENT

The Contractor shall ensure weighing and measuring equipment are calibrated and certified and synchronize equipment to produce a mixture meeting the required proportions.

2.3 PRODUCTION EQUIPMENT

The Contractor shall provide drum-mix type, weigh-batch, or modified weigh-batch mixing plants that ensure a uniform, continuous production; automatic proportioning and measuring devices with interlock

USIBWC Contract No.: IBM09B0005 Page 50.23.00 - 2 cut-off circuits that stop operations if the control system malfunctions; visible readouts indicating the weight or volume of asphalt and aggregate proportions; safe and accurate means to take required samples by inspection forces; permanent means to check the output of metering devices and to perform calibration and weight checks; and additive-feed systems to ensure a uniform, continuous material flow in the desired proportion.

A. Drum-Mix Plants. The Contractor shall provide a mixing plant that complies with the requirements below.

(1) Aggregate Feed System. The Contractor shall provide:

(a) a minimum of one (1) cold aggregate bin for each stockpile of individual materials used to produce the mix;

(b) bins designed to prevent overflow of material;

(c) scalping screens or other compliance-confirmed methods to remove any oversized material, roots, or other objectionable materials;

(d) a feed system to ensure a uniform, continuous material flow in the desired proportion to the dryer;

(e) an integrated means for moisture compensation;

(f) belt scales, weigh box, or other compliance-confirmed devices to measure the weight of the combined aggregate; and

(g) cold aggregate bin flow indicators that automatically signal interrupted material flow.

(2) Reclaimed Asphalt Pavement (RAP) Feed System. The Contractor shall provide a separate system to weigh and feed RAP into the hot mix plant.

(3) Mineral Filler Feed System. The Contractor shall provide a closed system for mineral filler that maintains a constant supply with minimal loss of material through the exhaust system.

Interlock the measuring device into the automatic plant controls to automatically adjust the supply of mineral filler to plant production and provide a consistent percentage to the mixture.

(4) Heating, Drying, and Mixing Systems. The Contractor shall provide:

(a) a dryer or mixing system to agitate the aggregate during heating;

(b) a heating system that controls the temperature during production to prevent aggregate and asphalt binder damage;

(c) a heating system that completely burns fuel and leaves no residue; and

(d) a recording thermometer that continuously measures and records the mixture discharge temperature.

(5) Asphalt Binder Equipment. The Contractor shall supply equipment to heat binder to the required temperature; equip the heating apparatus with a continuously recording thermometer located at the highest temperature point; produce a twenty-four (24)-hour chart of the recorded temperature; place a device with automatic temperature compensation that accurately meters the binder in the line leading to the mixer; furnish a sampling port on the

USIBWC Contract No.: IBM09B0005 Page 50.23.00 - 3 line between the storage tank and mixer; supply an additional sampling port between any additive blending device and mixer.

(6) Mixture Storage and Discharge. The Contractor shall provide a surge-storage system to minimize interruptions during operations unless otherwise compliance-confirmed; furnish a gob hopper or other device to minimize segregation in the bin; provide an automated system that weighs the mixture upon discharge and produces a ticket showing:

(a) date,

(b) project identification number,

(c) plant identification,

(d) mix identification,

(e) vehicle identification,

(f) total weight of the load,

(g) tare weight of the vehicle,

(h) weight of mixture in each load, and

(i) load number or sequential ticket number for the day.

(7) Truck Scales. The Contractor shall provide standard platform scales at a compliance-confirmed location.

B. Weigh-Batch Plants. The Contractor shall provide a mixing plant that complies with “Drum-Mix

Plants,” except as required below:

(1) Screening and Proportioning. Provide enough hot bins to separate the aggregate and to control proportioning of the mixture type specified. Supply bins that discard excessive and oversized material through overflow chutes. Provide safe access for inspectors to obtain samples from the hot bins.

(2) Aggregate Weigh Box and Batching Scales. Provide a weigh box and batching scales to hold and weigh a complete batch of aggregate. Provide an automatic proportioning system with low bin indicators that automatically stop when material level in any bin is not sufficient to complete the batch.

(3) Asphalt Binder Measuring System. Provide bucket and scales of sufficient capacity to hold and weigh binder for one (1) batch.

(4) Mixer. Equip mixers with an adjustable automatic timer that controls the dry and wet mixing period and locks the discharge doors for the required mixing period. Furnish a pug mill with a mixing chamber large enough to prevent spillage.

C. Modified Weigh-Batch Plants. The Contractor shall provide a mixing plant that complies with

“Weigh-Batch Plants,” except as specifically described below:

(1) Aggregate Feeds. Aggregate control is required at the cold feeds. Hot bin screens are not required.

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(2) Surge Bins. Provide one (1) or more bins large enough to produce one (1) complete batch of mixture.

2.4 HAULING EQUIPMENT

The Contractor shall provide trucks with enclosed sides to prevent asphalt mixture loss; cover each load of mixture with waterproof tarpaulins. Before use, clean all truck beds to ensure the mixture is not contaminated. When necessary, coat the inside truck beds with a compliance-confirmed release agent from the list maintained by the Texas Department of Transportation.

2.5 PLACEMENT AND COMPACTION EQUIPMENT

The Contractor shall provide equipment that does not damage underlying pavement; comply with laws and regulations concerning overweight vehicles. When permitted, other equipment that will consistently produce satisfactory results may be used.

A. Asphalt Paver. The Contractor shall furnish a paver that will produce a finished surface that meets longitudinal and transverse profile, typical section, and placement requirements; ensure the paver does not support the weight of any portion of hauling equipment other than the connection;

provide loading equipment that does not transmit vibrations or other motions to the paver that adversely affect the finished pavement quality; equip the paver with an automatic, dual, longitudinal-grade control system and an automatic, transverse-grade control system.

(1) Tractor Unit. Supply a tractor unit that can push or propel vehicles, dumping directly into the finishing machine to obtain the desired lines and grades to eliminate any hand finishing.

Equip the unit with a hitch sufficient to maintain contact between the hauling equipment’s rear wheels and the finishing machine’s pusher rollers while mixture is unloaded.

(2) Screed. Provide a heated compacting screed that will produce a finished surface that meets longitudinal and transverse profile, typical section, and placement requirements. Screed extensions must provide the same compacting action and heating as the main unit unless otherwise compliance-confirmed.

(3) Grade Reference. Provide a grade reference with enough support that the maximum deflection does not exceed one-sixteenth (1/16) inch between supports. Ensure that the longitudinal controls can operate from any longitudinal grade reference including a string line, ski, mobile string line, or matching shoes. Furnish paver skis or mobile string line at least forty (40) feet long unless otherwise compliance-confirmed.

B. Material Transfer Devices. The Contractor shall provide the specified type of device when shown on the plans; ensure the devices provide a continuous, uniform mixture flow to the asphalt paver.

When used, provide windrow pick-up equipment constructed to pick up substantially all roadway mixture placed in the windrow.

C. Remixing Equipment. When required, the Contractor shall provide equipment that includes a pug mill, variable pitch augers, or variable diameter augers operating under a storage unit with a minimum capacity of eight (8) tons.

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D. Motor Grader. When allowed, the Contractor shall provide a self-propelled grader with a blade length of at least twelve (12) feet and a wheelbase of at least sixteen (16) feet.

E. Handheld Infrared Thermometer. The Contractor shall provide a handheld infrared thermometer meeting the requirements of Tex-244-F.

F. Rollers. The Contractor shall provide rollers that will perform to meet the requirements for

“Compaction”.

G. Straightedges and Templates. The Contractor shall furnish ten-foot straightedges and other templates as required or compliance-confirmed.

2.6 FIELD LABORATORY

A field laboratory is not required under this Contract.

2.7 CORING EQUIPMENT

When coring is required, the Contractor shall provide equipment suitable to obtain a pavement specimen meeting the dimensions for testing.

PART 3 – CONSTRUCTION METHODS (No Requirements Defined for this Specification)

The work performed by the Contractor under this specification shall not be paid for directly, but shall

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ASPHALT, OILS, AND EMULSIONS

USIBWC Contract No.: IBM09B0005 Page 50.24.00 - 1

SPECIFICATION 50 24 00

This specification includes requirements for various asphalt materials that may be used within the Work

1.0 General

2.0 Materials & Equipment

The following may not include all related documents, contract clauses, & technical specifications, and does not relieve the Contractor of the responsibility of performing work associated with this specification

• American Association of State Highway and Transportation Officials (AASHTO) R028- 06-UL Standard Practice for Accelerated Aging of Asphalt Binder Using a Pressurized Aging Vessel (PAV), Single User Digital Publication

• AASTHO T044-03-UL Standard Method of Test for Solubility of Bituminous Materials, Single User Digital Publication

• AASTO T049-07-UL Standard Method of Test for Penetration of Bituminous Materials

• AASTHO T048-06-UL Standard Method of Test for Flash and Fire Points by Cleveland Open Cup

• AASTHO T049-07-UL Standard Method of Test for Penetration of Bituminous Materials

• AASTHO T050-99-UL Standard Method of Test for Float Test for Bituminous Materials

• AASTHO T051-08-UL Standard Method of Test for Ductility of Bituminous Materials

• AASTHO T053-08-UL Standard Method of Test for Softening Point of Bitumen (Ring-and-Ball Apparatus)

• AASTHO T055-02-UL Standard Method of Test for Water in Petroleum Products and Bituminous Materials by Distillation

• AASTHO T059-08-UL Standard Method of Test for Emulsified Asphalts

USIBWC Contract No.: IBM09B0005 Page 50.24.00 - 2

• AASTHO T072-97-UL Standard Method of Test for Saybolt Viscosity

• AASTHO T078-05-UL Standard Method of Test for Distillation of Cutback Asphaltic (Bituminous) Products

• AASTHO T079-96-UL Standard Method of Test for Flash Point with Tag Open-Cup Apparatus for Use with Material Having a Flash Less Than 93.3º Celsius (200º Fahrenheit), Single User Digital Publication

• AASTHO T179-05-UL Standard Method of Test for Effect of Heat and Air on Asphalt Materials (Thin-Film Oven Test), Single User Digital Publication

• AASTHO T201-03-UL Standard Method of Test for Kinematic Viscosity of Asphalts (Bitumens)

• AASTHO T202-03-UL Standard Method of Test for Viscosity of Asphalts by Vacuum Capillary Viscometer

• AASTHO T313-08-UL Standard Method of Test for Determining the Flexural Creep Stiffness of Asphalt Binder Using the Bending Beam Rheometer (BBR), Single User Digital Publication

• AASTHO T315-08-UL Standard Method of Test for Determining the Rheological Properties of Asphalt…