6-07 Attachment B-Slurry Seal Specifications.pdf

SLURRY SEAL

SPECIFICATIONS

DESCRIPTION

This item shall govern for a slurry seal course composed of a mixture of an approved polymer modified asphalt emulsion, mineral aggregate, water, and specified additives, proportioned, mixed, and uniformly spread over a properly prepared surface in accordance with the details shown on the plans and contract documents, the requirements of this item, or as established by the Director of Street Services or designee.

The completed slurry seal shall leave a visibly homogeneous mat, adhere firmly to the prepared surface, and have a friction resistant surface texture throughout its service life.

METHOD OF MEASUREMENT

Slurry seal work shall be measured in square yards for payment.

PAYMENT

The work performed and the material furnished in accordance with this contract will be paid for at the unit price per square yard. The price is full compensation for: materials including tack coat, placement, equipment, labor, tools, citizen notification, traffic control, disposal of surplus material, and incidentals.

TIME OF PLACEMENT

Materials shall be placed only when weather conditions and moisture conditions are suitable to the City. At a minimum, the air temperature shall be 65 degrees and rising, and the pavement shall be dry. Work shall not commence before 7:00 a.m., nor go past 5:30 p.m. on City streets. Work shall only be allowed Monday through Friday unless approved by the City.

CONTRACT TIME

The slurry seal program shall be completed by September 30, 2023. Additional time will be allotted for slurry seal projects that may be added to the original program if additional funds become available.

MATERIALS

The Bidder shall furnish material to meet the requirements specified herein and shall be solely responsible for the quality and consistency of the product delivered to and placed on each project.

1.) Emulsified Asphalt. The emulsified asphalt shall conform to TxDOT 2014 Item No. 301 (attached) ‘Asphalts, Oils, and Emulsions’ Grade CSS-1P or approved Polymer Modified CQ-S to achieve a quick-set mix. Each load of emulsified asphalt shall be accompanied with a certificate of analysis/compliance to assure that it is the same as that used in the mix design.

2.) Aggregate.

a) General. The mineral aggregate used shall be the type and grade specified for the particular use of the slurry seal. The aggregate shall be manufactured crushed stone such as granite, slag, chat, or other high-quality aggregate, or combination thereof. However, limestone will not be considered as an appropriate surface coarse aggregate and shall not be used. To assure the material is totally crushed, 100% of the parent aggregate shall be larger than the largest stone in the gradation to be used. Aggregate shall conform to Item No. 302 ‘Aggregates for Surface Treatments’ with the exception of using the ISSA gradations shown below in the Quality Tests and Gradation sections.

b) Quality Tests. When tested according to the following tests, the aggregate shall meet these requirements.

TABLE 1

Aggregate Quality

TEST METHOD REQUIREMENT SPECIFIED VALUE

TxDOT Tex-203-F Sand Equivalent 70 min

TxDOT Tex-411-A Soundness 30% max using MgS04

TxDOT Tex-410-A Abrasion Resistance* 30 max

TxDOT Tex-438-A, Part 1 Polish Value RSPV=30 min *Abrasion test shall be run on the aggregate before it is crushed.

c) Gradation. The target (mix design) aggregate gradation (including the mineral filler) shall be within the appropriate design band specified in the table below. The gradation shall be tested in conformance with test method TxDOT TEX-200-F, Part II, Washed Sieve analysis gradation requirements.

TABLE 2

Aggregate Gradation

Percent Passing by Weight or Volume

SIEVE

SIZE

ISSA GRADATION STOCKPILE

TOLERANCE TYPE

I

TYPE

II

TYPE

III

TYPE II

MOD

3/8 (9.5mm) 100 100 100 100

#4 (4.75mm) 100 90-100 70-90 90-100 ±5%

#8 (2.36mm) 90-100 65-90 45-70 65-90 ±5%

#16 (1.18mm) 65-90 45-70 28-50 25-46 ±5%

#30 (600um) 40-65 30-50 19-34 15-35 ±5%

#50 (330um) 25-40 18-30 12-25 10-25 ±4%

#100 (150um) 15-25 10-21 7-18 5-15 ±3%

#200 (75um) 10-15 5-15 5-15 5-15 ±2%

3.) Mineral Filler. Mineral filler shall consist of thoroughly dried stone dust, Portland cement, fly ash, hydrated lime, or other mineral dust approved by the Director of Street

Services or designee. Mineral filler shall be used if required by the mix design and shall be considered as part of the dry aggregate.

4.) Water. The water shall be free from harmful salts and contaminates.

5.) Polymer Modifier. Polymer modifier shall consist of a compatible cationic asphaltic modifier meeting the requirements set forth in Special Specification Item No. SS301S ‘Asphalts, Oils, and Emulsions’.

6.) Additives. Additives may be used to accelerate or retard the break-set of the slurry seal or improve the resulting finished surface: The use of additives in the slurry mix (or individual materials) shall be made initially in quantities predetermined by the mix design with field adjustments if required, after approval by the Director of Street Services or designee.

PAVING MIXTURES

Before work begins, the Bidder shall submit a signed mix design covering the specific materials to be used on the Project. This design shall be performed by a laboratory that has sufficient experience in designing Emulsified Asphalt Slurry Seal Surfacing. After the mix design has been approved, no substitution will be permitted, unless approved by the Director of Street Services or designee.

1.) Mix Design. The Bidder shall submit to the Director of Street Services or designee for approval a complete mix design prepared and certified by the laboratory. Compatibility of the aggregate, emulsion, mineral filler, and other additives shall be verified by the mix design. The mix design shall be made with the same aggregate gradation that the Bidder will provide on the Project. A quick set mix design is required to minimize street closures.

Slurry placed on high traffic volume collector and arterial streets must cure sufficiently that uniformly moving traffic can be allowed in one hour with no damage to the surface or the traffic using the street. However, locations subject to sharp turning or stopping and starting traffic may require additional curing. Tests and the required values are as follows:

TABLE 3

MIX DESIGN

REQUIREMENT TEST METHOD SPECIFIED VALUE

Modified Cup Flow Test TxDOT Tex-240-F, Part II N/A

West Cohesion 30 minutes min (set)

60 minutes min

TxDOT Tex-240-F, Part III (for quick-traffic systems)

12 kg-cm min 20 kg-cm min

Excess Asphalt by LWT Sand Adhesion

ISSA TB-109

(for heavy traffic areas only)

50 g/ft2 max (538 g/m2 max)

Wet Stripping ISSA TB-114 Pass (90% min)

*Wet Track Abrasion Test TxDOT Tex-240-F, Part IV 75 g/ft2 max (807 g/m2 max)

**Mixing Time Test TxDOT Tex-240-F, Part I Controllable to 180 seconds min

*Wet track abrasion test is used to determine the minimum asphalt content.

**Mixing time test should be done at the highest temperature expected during construction.

The mixing test is used to predict how long the material can be mixed in the machine before it begins to break. It is more for information to be used by the Bidder than for the quality of the end product. It is however, a good-filed test to check for consistent sources of material, both emulsified asphalt and aggregate.

The laboratory shall also report the quantitative effects of moisture content on the unit weight of the aggregate (bulking effect). The report must clearly show the proportions of aggregate, mineral filler (min. and max.), water (min. and max.), additive(s) (usage), and asphalt emulsion based on the dry weight of the aggregate.

All the component material used in the mix design shall be representative of the materials proposed by the Bidder to be used on the Project.

The percentages of each individual material required shall be shown in the laboratory report. Adjustments may be required during the construction, based on the field conditions. The Director of Street Services or designee will give final approval for all such adjustments.

The Director of Street Services or designee shall approve the mix design and all slurry seal material and methods prior to use. The component materials shall be within the following limits listed in Table 4 below:

TABLE 4

MIX DESIGN COMPONENTS

COMPONENT SPECIFIED VALUE COMMENTS

Residual Asphalt Type I: 10%-16%

Type II: 7.5%-13.5% Type III: 6.5%-12% based on dry weight of aggregate

Polymer Modifier 2% min weight % (solids basis)

Mineral Filler 0.05%-2.0% based on dry weight of aggregate

Additives as needed follow manufacturer’s recommendations

Water as needed to achieve proper mix consistency

Total mix liquids should not exceed the loose aggregate voids – ISSA T-106 should be used to check optimum liquids

Rate of Applications. The slurry seal shall be of proper consistency at all times so as to provide the application rate required by the surface condition. The average application rate, as measured by the Director of Street Services or designee, shall be as specified in the unit bid form of the Contract Documents. Application rates affected by the unit weight of the aggregate, the gradation of the aggregate, and the demand of the surface to which the slurry seal is being applied. ISSA technical bulletin 112 gives a method to determine expected application rates.

Pay Item Emulsified Asphalt Slurry Seal Type II Mod., at a rate of 25 lbs/SY

2.) Tolerances. Tolerances for individual materials as well as the slurry seal mixture are as follows:

a) After the design residual asphalt content is determined, a plus or minus one percentage point variation will be permitted.

b) Polymer modifier shall not be more than 0.5% less than the minimum rate specified in the job mix formula (JMF).

c) The percentage of aggregate passing each sieve shall be within stockpile tolerance range as stated.

d) The percentage of aggregate passing shall not go from the high end to the low end of the specified range of any two successive sieves.

e) The slurry consistency shall not vary more than ± 0.5 cm from the job mix formula (JMF) after field adjustments.

f) The rate of application once determined by the Director of Street Services or designee shall not vary more than ± 2 lbs. /SY, while remaining within the design application rate.

EQUIPMENT

All equipment, tools, and machines used in the performance of the work shall be maintained in satisfactory working condition at all times to ensure a high-quality product.

1) Mixing Equipment. The machine shall be specifically designed and manufactured to lay slurry seal. The material shall be mixed by a self-propelled slurry seal mixing machine of continuous run design. Continuous run machines are those that are equipped to self-load materials while continuing to lay slurry seal. The machine shall be able to accurately deliver and proportion the aggregate, emulsified asphalt, mineral filler, control setting additive, and water to a revolving mixer and discharge the mixed product on a continuous flow basis. The machine shall have sufficient storage capacity for aggregate, emulsified asphalt, mineral filler, control additive, and water to maintain an adequate supply to the proportioning controls.

Continuous run equipment capable of 13 feet wide pass shall be used for continuity of mix and the reduction of start us joints and longitudinal joints. Continuous run equipment shall be equipped to allow the operator to have full control of the forward and reverse speed during application of the slurry seal. It shall be equipped with a self-loading device, opposite side driver stations, and forward and reverse speed controls.

Limited use of truck mounted machines may be employed on Cul-de-sacs, small narrow roadways, parking lots, and other special areas with the Director of Street Services or designee approval. An approved truck mounted machine shall be able to accurately deliver and proportion the aggregate, emulsified asphalt, mineral filler, control setting additive, and water to a revolving mixer and discharge the mixed product on a continuous flow basis. The machine shall hall sufficient storage capacity for aggregate, emulsified asphalt, mineral filler, control additive, and water to maintain an adequate supply to the proportioning controls.

2) Proportioning Devices. Individual volume or weight controls for proportioning each material to be added to the mix (i.e., aggregate, mineral filler, emulsified asphalt, and additive) shall be provided and properly marked.

The proportioning devices are usually revolution counters or similar devices and are used in material calibration and determining the material output at any time.

3) Spreading Equipment. The mixture shall be spread uniformly by means of a conventional surfacing spreader box attached to the mixer and equipped to agitate and spread the material evenly throughout the box. A front seal shall be provided to insure no loss of the mixture at the road contact point. The rear seal shall act as a strike-off and shall be adjustable. A secondary strike-off shall be provided to improve surface texture.

The secondary strike-off shall have the same adjustments as the rear seal. The mixture shall be spread to fill cracks and leave a uniform, skid resistant application of aggregate and asphalt on the surface. The spreader box and rear strike-off shall be so designed and operated that a uniform consistency is achieved to produce a free flow of material to the rear strike-off. The spreader box shall have suitable means provided to side shift the box to compensate for variations in the pavement geometry.

4) Auxiliary Equipment. Suitable surface preparation equipment, traffic control equipment, hands tools, and any other support equipment shall be provided as necessary to perform the work.

5) Calibration. Each mixing unit to be used in performance of the work shall be calibrated in the presence of the Director of Street Services or designee prior to construction.

Previous calibration documentation covering the exact materials to be used may be acceptable, provided they were made during the calendar year. The documentation shall include an individual calibration of each material at various settings, which can be relate metering devices. No machine will be allowed to work on the project until the calibration has been completed and/or accepted.

6) Verification. Test strips will be made by each machine after calibration and prior to construction. Test strips shall be a portion of the project. Samples of the slurry seal will be taken, and verification made as to mix consistency and proportioning. Verification of rate of application will also be made. Upon failure of any of these tests, additional test strips, at no cost to Owner, will be required until each unit is authorized to work. Any unit failing to pass the tests after the third trial will not be permitted to work on the project. Test strips must be accepted or rejected within 24 hours after application.

CONSTRUCTION METHODS

1) General. The bidder shall be responsible for the production, transportation, placement, and surface finishing of the specified slurry mixture to the requirements of the specification.

Leakage of fuels, oils, grease, hydraulic or brake fluids or other contaminants onto the prepared surface or newly laid mat will not be allowed.

The slurry seal shall not be applied if the pavement or air temperature is below 65 degrees F (18 degrees C) and falling but may be applied when both pavement and air temperature are above 60 degrees F (15 degrees C) and rising. No slurry seal shall be applied when there is danger that the finished product will freeze before curing for 24 hours. The mixture shall not be applied when weather conditions prolong opening to traffic beyond a reasonable time. Bidder will be responsible for checking the local and national weather service for advance forecasts to determine scheduling.

The slurry seal shall be of the desired consistency upon leaving the mixer. A sufficient amount of material shall be carried in all parts of the spreader at all times so that a complete coverage is obtained. Overloading of the spreader shall be avoided.

No lumping, balling, or unmixed aggregate shall be permitted.

2) Finished Surface. The finished slurry seal shall have a uniform texture free from excessive scratch marks, tears, or other surface irregularities. Level up courses or scratch coats that will be covered by a final course are exempted from the requirement.

No streaks or scratch marks such as those caused by oversized aggregate shall be left in the finished surface. If excess oversized develops, the job will be stopped and until the Bidder proves to the Director of Street Services or designee that the situation has been corrected.

Other surface irregularities such as corrugations (ripples in the driving profile) added by the application of the slurry deal will be considered unacceptable and require remediation.

Bidder shall remedy or remove and replace any such surface irregularities at the Bidder’s expense.

3) Joints. No excess buildup, uncovered areas, or unsightly appearance shall be permitted on longitudinal or transverse joints. The Bidder shall provide suitable width spreading equipment to produce a minimum number of longitudinal joints throughout the project. When possible, longitudinal joints shall be placed on lane lines. Half passes and odd width passes will be used only in minimum amounts. If half passes are used, they shall not be the last pass of any paved area. A maximum of six inches (6”) (152cm) shall be allowed for overlap of longitudinal lane line joints. The seams where two spreads join shall be neat appearing and uniform. Joints without gaps will be considered acceptable if no more than ½ inch vertical space exists between the pavement surface and a four (4) foot straight edge place perpendicular on the longitudinal joint nor ¼ inch vertical space for a transverse joint.

No excessive tears such as gaps in the joints shall be left in the finished surface.

Excessive are considered excessive if there is more than one mark in any 100 feet of machine pull that is ¼ inch wide or wider and 10 feet in length, ½ inch wide or wider and more than six (6) inches in length, or 1 inch wide or wider and four (4) inches in length.

At the edges of the street, a small overlap onto the concrete gutter area of no more than two (2) inches shall be considered acceptable for sealing over the asphalt to concrete interface provided the slurry edge line is neat and straight. However, if there is an open crack at this interface greater than 3/16 of an inch it must be sealed with rubberized crack sealant prior to the application of slurry.

4) Mix Stability. The slurry seal shall possess sufficient stability so that premature breaking of the material in the spreader box does not occur. The mixture shall be homogeneous during and following mixing and spreading. It shall be free of excess water and emulsion and free of segregation of the emulsion and aggregate fines from the coarser aggregate. Spraying of additional water into the spreader box will not be permitted.

5) Handwork. Areas which cannot be reached with slurry seal machines shall be surfaced using hand squeegees to provide complete and uniform coverage. The area to be hand worked shall be lightly dampened prior to mix placement and the slurry worked immediately. Care shall be exercised to leave no ridges in hand worked areas. Handwork shall be completed during machine applying process.

6) Lines. Care shall be taken to insure straight lines along curbs and shoulders. No runoff on these areas will be permitted. Lines at intersections shall be kept straight to provide good appearance.

7) Vacuum Sweeping. A minimum of one pass with a vacuum street sweeper is required on all cured slurry seal surfaces to minimize loose rock on the street, in the gutter and in the driveways. Additional sweeping may be required where significant raveling of the slurry aggregate occurs, loose rock accumulates, or where there are citizen complaints about excess aggregate.

SURFACE PREPARATION

1) General. Immediately prior to applying the slurry seal the surface shall be cleared of all loose material, oil spots, vegetation, and other objectionable material. Any standard cleaning method will be acceptable if water is used, cracks shall be allowed to dry thoroughly before slurry surfacing. Manholes, valve boxes, drop inlets, and other service entrances shall be protected from the slurry seal by a suitable method. The Director of Transportation or designee shall approve the surface preparation prior to surfacing.

2) Cracks. The City will seal all cracks in the pavement surface wider than 3/16 inches prior to slurry surfacing. Cracks shall be pre-treated in accordance with Item No. 313, ‘Rubber Asphalt Joint and Crack Sealer’. Grass, dirt, and other deleterious materials shall be removed or routed out before crack sealing.

3) Other. The City will perform other types of surface preparation that may be necessary to provide a smooth, high quality final slurry seal. These preparations could include level-up, areas of HMAC surface replacement, pothole repairs, and full-depth repairs of failure areas. All of these preparations will be complete before the slurry seal is placed by the Bidder.

SAMPLE AND TESTING

1) Quality Control and Inspection. Bidder shall allow the Director of Transportation or designee appropriate, safe access to materials, equipment, and work to take samples and assess conformance to specification requirements. Any material delivered to the Project that by visual inspection can reasonably be expected not to meet specification requirements (i.e., wrong ISSA graduation type, poor graduation, contaminants, emulsion that has prematurely broke), as determined by the Director of Transportation or designee, shall not be used, or left in place. Equipment shall be inspected prior to use and, if found to be defective or in an operating condition that could potentially affect the quality of the finished surfacing, as determined by the Director of Transportation or designee, its use will not be allowed.

2) Materials. The Bidder shall permit the Director of Transportation or designee to take samples of the aggregate and asphalt emulsion used in the Project at the Director of Transportation or designee discretion. Graduation and sand equivalent test may be run on the aggregate and residual asphalt content tests on the emulsion. Test results will be compared to specifications.

3) Testing. The first set of tests will be run at the City's expense; however, retesting for compliance shall be at the Bidder’s expense. If the results of retesting indicate that the original testing was erroneous, the original test results will be discarded. When, in the opinion of the Director of Transportation or designee, test results appear unrepresentative, additional testing may be authorized at the Owner’s expense. If the Bidder desires additional testing, it shall be at his entire expense.

ACCEPTANCE PLAN

All areas meeting the requirements of this specification including, but not limited to sections 314.3 ‘Paving Mixtures’ (‘Mix Design’, ‘Rate of Application’, and ‘Tolerances’) and 314.9 ‘Sampling and Testing’ (‘Quality Control and Inspection’, ‘Materials’, and ‘Testing’) will be accepted for payment.

Substandard portions of the Work, as determined by the Director of Transportation or designee, shall be remedied, or removed and replaced to the satisfaction of the Director of Transportation or designee at the expense of the Bidder. Remedied areas satisfactory to the Director of Transportation or designee will be included in the area accepted for payment.

MEASUREMENT

All accepted ‘Emulsified Asphalt Slurry Seal’ will be measured by the square yard of surface treated.

The City reserves the right to purchase all material from the next most responsible bidder for failure to provide specified material in the contract at time of order or if materials are not available at time requested.

Standard

Specifications for Construction and Maintenance of

Highways, Streets, and Bridges

Adopted by the Texas Department of Transportation

November 1, 2014

Copyright 2014 • Texas Department of Transportation • All Rights Reserved

Published in November 2014. This document has been created to further the purposes of §201.053(b)(7) Texas Transportation Code to maximize federal funding for highways, public transportation, and aviation purposes, and to help the Department achieve its performance measures set out in the General Appropriations Act (GAA), S.B. 1, 83rd Texas Legislature, Regular Session, 2013. This publication has been filed with the State Publications Clearinghouse in the State Library in accordance with the Texas State Depository Law.

Recycled

Paper

*Excerpt from TxDOT Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges

Item 300

Asphalts, Oils, and Emulsions

1. DESCRIPTION

Provide asphalt cements, cutback and emulsified asphalts, performance-graded asphalt binders, and other miscellaneous asphalt materials as specified on the plans.

2. MATERIALS

Provide asphalt materials that meet the stated requirements when tested in accordance with the referenced Department, AASHTO, and ASTM test methods. Use asphalt containing recycled materials only if the recycled components meet the requirements of Article 6.9, “Recycled Materials.” Provide asphalt materials that have been preapproved for use by the Construction Division in accordance with Tex-545-C.

Acronyms used in this Item are defined in Table 1.

Table 1 Acronyms

Acronym Definition

Test Procedure Designations

Tex Department T or R AASHTO

D ASTM

Polymer Modifier Designations

P polymer-modified SBR or L styrene-butadiene rubber (latex) SBS styrene-butadiene-styrene block co-polymer TR tire rubber (from ambient temperature grinding of truck and passenger tires)

AC asphalt cement

AE asphalt emulsion

AE-P asphalt emulsion prime

A-R asphalt-rubber

C cationic

EAP&T emulsified asphalt prime and tack

H-suffix harder residue (lower penetration)

HF high float

MC medium-curing

MS medium-setting

PCE prime, cure, and erosion control

PG performance grade

RC rapid-curing

RS rapid-setting

S-suffix stockpile usage

SCM special cutback material

SS slow-setting

2.1. Asphalt Cement. Provide asphalt cement that is homogeneous, water-free, and nonfoaming when heated to 347°F, and meets the requirements in Table 2.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph545.pdf

Table 2 Asphalt Cement

Property Test

Procedure

Viscosity Grade

AC-0.6 AC-1.5 AC-3 AC-5 AC-10

Min Max Min Max Min Max Min Max Min Max

Viscosity T 202 140°F, poise 40 80 100 200 250 350 400 600 800 1,200 275°F, poise 0.4 – 0.7 – 1.1 – 1.4 – 1.9 –

Penetration, 77°F, 100g, 5 sec.

T 49 350 – 250 – 210 – 135 – 85 –

Flash point, C.O.C., °F T 48 425 – 425 – 425 – 425 – 450 –

Solubility in trichloroethylene, %

T 44 99.0 – 99.0 – 99.0 – 99.0 – 99.0 –

Spot test Tex-509-C Neg. Neg. Neg. Neg. Neg.

Tests on residue from Thin-Film Oven Test: T 179 Viscosity, 140°F, poise T 202 – 180 – 450 – 900 – 1,500 – 3,000 Ductility,1 77°F

T 51 100 – 100 – 100 – 100 – 100 – 5 cm/min., cm

1. If AC-0.6 or AC-1.5 ductility at 77°F is less than 100 cm, material is acceptable if ductility at 60°F is more than 100 cm.

2.2. Polymer-Modified Asphalt Cement. Provide polymer-modified asphalt cement that is smooth, homogeneous, and meets the requirements of Table 3. Supply samples of the base asphalt cement and polymer additives if requested.

Table 3 Polymer-Modified Asphalt Cement

Property Test

Procedure

Polymer-Modified Viscosity Grade

AC-5

w/2% SBR

AC-10

w/2% SBR

AC-15P AC-20XP AC-10-2TR AC-20-5TR

Min Max Min Max Min Max Min Max Min Max Min Max

Polymer SBR SBR SBS SBS TR TR

Polymer content, % (solids basis) Tex-533-C 2.0 – 2.0 – 3.0 – – – 2.0 – 5.0 –

Dynamic shear, G*/sin , 64°C, 10 rad/s, kPa T 315 – – – – – –

1.0

– – – 1.0 –

Dynamic shear, G*/sin , 58°C, 10 rad/s, kPa T 315 – – – – – –

– – 1.0 – – –

Viscosity 140°F, poise T 202 700 – 1,300 – 1,500 – 2,000 – 1,000 – 2,000 – 275°F, poise T 202 – 7.0 – 8.0 – 8.0 – – – 8.0 – 10.0

Penetration, 77°F, 100 g, 5 sec. T 49 120 – 80 – 100 150 75 115 95 130 75 115

Ductility, 5cm/min., 39.2°F, cm T 51 70 – 60 – – – – – – – – –

Elastic recovery, 50°F, % Tex-539-C – – – – 55 – 55 – 30 – 55 –

Softening point, °F T 53 – – – – – – 120 – 110 – 120 –

Polymer separation, 48 hr. Tex-540-C None None None None None None

Flash point, C.O.C., °F T 48 425 – 425 – 425 – 425 – 425 – 425 –

Tests on residue from RTFOT aging and pressure aging:

Tex-541-C and R 28

Creep stiffness T 313 S, -18°C, MPa – – – – – 300 – 300 – 300 – 300 m-value, -18°C – – – – 0.300 – 0.300 – 0.300 – 0.300 –

2.3. Cutback Asphalt. Provide cutback asphalt that meets the requirements of Tables 4, 5, and 6 for the specified type and grade. Supply samples of the base asphalt cement and polymer additives if requested.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph501.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph533.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph539.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph540.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph541.pdf

Table 4 Rapid-Curing Cutback Asphalt

Property Test

Procedure Type–Grade

RC-250 RC-800 RC-3000

Min Max Min Max Min Max

Kinematic viscosity, 140°F, cSt T 201 250 400 800 1,600 3,000 6,000

Water, % D95 – 0.2 – 0.2 – 0.2

Flash point, T.O.C., °F T 79 80 – 80 – 80 –

Distillation test: T 78 Distillate, percentage by volume of total distillate to 680°F to 437°F 40 75 35 70 20 55 to 500°F 65 90 55 85 45 75 to 600°F 85 – 80 – 70 –

Residue from distillation, volume % 70 – 75 – 82 –

Tests on distillation residue:

Viscosity, 140°F, poise T 202 600 2400 600 2400 600 2400 Ductility, 5 cm/min., 77°F, cm T 51 100 – 100 – 100 – Solubility in trichloroethylene, % T 44 99.0 – 99.0 – 99.0 – Spot test Tex-509-C Neg. Neg. Neg.

Table 5 Medium-Curing Cutback Asphalt

Property Test

Procedure

Type–Grade

MC-30 MC-250 MC-800 MC-3000

Min Max Min Max Min Max Min Max

Kinematic viscosity, 140°F, cSt T 201 30 60 250 500 800 1,600 3,000 6,000

Water, % D95 – 0.2 – 0.2 – 0.2 – 0.2

Flash point, T.O.C., °F T 79 95 – 122 – 140 – 149 –

Distillation test: T 78 Distillate, percentage by volume of total distillate to 680°F to 437°F – 35 – 20 – – – – to 500°F 30 75 5 55 – 40 – 15 to 600°F 75 95 60 90 45 85 15 75

Residue from distillation, volume % 50 – 67 – 75 – 80 –

Tests on distillation residue:

Viscosity, 140°F, poise T 202 300 1200 300 1200 300 1200 300 1200 Ductility, 5 cm/min., 77°F, cm T 51 100 – 100 – 100 – 100 – Solubility in trichloroethylene, % T 44 99.0 – 99.0 – 99.0 – 99.0 – Spot test Tex-509-C Neg. Neg. Neg. Neg.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph501.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph501.pdf

Table 6 Special-Use Cutback Asphalt

Property Test

Procedure

Type–Grade

MC-2400L SCM I SCM II

Min Max Min Max Min Max

Kinematic viscosity, 140°F, cSt T 201 2,400 4,800 500 1,000 1,000 2,000

Water, % D95 – 0.2 – 0.2 – 0.2

Flash point, T.O.C., °F T 79 150 – 175 – 175 –

Distillation test: T 78 Distillate, percentage by volume of total distillate to 680°F to 437°F – – – – – – to 500°F – 35 – 0.5 – 0.5 to 600°F 35 80 20 60 15 50 Residue from distillation, volume % 78 – 76 – 82 –

Tests on distillation residue:

Polymer SBR – – Polymer content, % (solids basis) Tex-533-C 2.0 – – – – – Penetration, 100 g, 5 sec., 77°F T 49 150 300 180 – 180 – Ductility, 5 cm/min., 39.2°F, cm T 51 50 – – – – – Solubility in trichloroethylene, % T 44 99.0 – 99.0 – 99.0 –

2.4. Emulsified Asphalt. Provide emulsified asphalt that is homogeneous, does not separate after thorough mixing, and meets the requirements for the specified type and grade in Tables 7, 8, 9, and 10.

Table 7

Emulsified Asphalt

Property Test

Procedure

Type–Grade

Rapid-Setting Medium-Setting Slow-Setting

HFRS-2 MS-2 AES-300 SS-1 SS-1H

Min Max Min Max Min Max Min Max Min Max

Viscosity, Saybolt Furol T 72 77°F, sec. – – – – 75 400 20 100 20 100 122°F, sec. 150 400 100 300 – – – – – –

Sieve test, % T 59 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1

Miscibility T 59 – – – Pass Pass

Cement mixing, % T 59 – – – – – – – 2.0 – 2.0

Coating ability and water resistance:

T 59

Dry aggregate/after spray – – Good/Fair – – Wet aggregate/after spray

– – Fair/Fair – –

Demulsibility, 35 mL of

0.02 N CaCl2, %

T 59 50 – – 30 – – – – – –

Storage stability, 1 day, % T 59 – 1 – 1 – 1 – 1 – 1

Freezing test, 3 cycles1 T 59 – Pass – Pass Pass

Distillation test: T 59 Residue by distillation, % by wt.

65 – 65 – 65 – 60 – 60 –

Oil distillate, % by volume of emulsion

– 0.5 – 0.5 – 5 – 0.5 – 0.5

Tests on residue from distillation:

Penetration, 77°F, 100 g, 5 sec.

T 49 100 140 120 160 300 – 120 160 70 100

Solubility in trichloroethylene, %

T 44 97.5 – 97.5 97.5 – 97.5 – 97.5 –

Ductility, 77°F, 5 cm/min., cm

T 51 100 – 100 – – 100 – 80 –

Float test, 140°F, sec. T 50 1,200 – – 1,200 – – – – –

1. Applies only when the Engineer designates material for winter use.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph533.pdf

Table 8 Cationic Emulsified Asphalt

Property Test

Procedure

Type–Grade

Rapid-Setting Medium-Setting Slow-Setting

CRS-2 CRS-2H CMS-2 CMS-2S CSS-1 CSS-1H

Min Max Min Max Min Max Min Max Min Max Min Max

Viscosity, Saybolt Furol T 72

77°F, sec. – – – – – – – – 20 100 20 100 122°F, sec. 150 400 150 400 100 300 100 300 – – – –

Sieve test, % T 59 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1

Cement mixing, % T 59 – – – – – – – – – 2.0 – 2.0

Coating ability and water resistance:

T 59

Dry aggregate/after spray – – Good/Fair Good/Fair – – Wet aggregate/after spray – – Fair/Fair Fair/Fair – –

Demulsibility, 35 mL of 0.8% Sodium dioctyl sulfosuccinate, %

T 59 70 – 70 – – – – – – – – –

Storage stability, 1 day, % T 59 – 1 – 1 – 1 – 1 – 1 – 1

Particle charge T 59 Positive Positive Positive Positive Positive Positive

Distillation test:

T 59

Residue by distillation, % by wt. 65 – 65 – 65 – 65 – 60 – 60 – Oil distillate, % by volume of emulsion

– 0.5 – 0.5 – 7 – 5 – 0.5 – 0.5

Tests on residue from distillation:

Penetration, 77°F, 100 g, 5 sec. T 49 120 160 70 110 120 200 300 – 120 160 70 110 Solubility in trichloroethylene, % T 44 97.5 – 97.5 – 97.5 – 97.5 – 97.5 – 97.5 – Ductility, 77°F, 5 cm/min., cm T 51 100 – 80 – 100 – – – 100 – 80 –

Table 9

Polymer-Modified Emulsified Asphalt

Property Test

Procedure

Type–Grade

Rapid-Setting Medium-Setting Slow-Setting

RS-1P HFRS-2P AES-150P AES-300P AES-300S SS-1P

Min Max Min Max Min Max Min Max Min Max Min Max

Viscosity, Saybolt Furol T 72 77°F, sec. – – – – 75 400 75 400 75 400 30 100 122°F, sec. 50 200 150 400 – – – – – – – –

Sieve test, % T 59 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1

Miscibility T 59 – – – – – Pass

Coating ability and water resistance: T 59 Dry aggregate/after spray – – Good/Fair Good/Fair Good/Fair – Wet aggregate/after spray – – Fair/Fair Fair/Fair Fair/Fair –

Demulsibility, 35 mL of 0.02 N CaCl2, % T 59 60 – 50 – – – – – – – – –

Storage stability, 1 day, % T 59 – 1 – 1 – 1 – 1 – 1 – 1

Breaking index, g Tex-542-C – 80 – – – – – – – – – –

Distillation test:1 T 59 Residue by distillation, % by wt. 65 – 65 – 65 – 65 – 65 – 60 – Oil distillate, % by volume of emulsion

– 3 – 0.5 – 3 – 5 – 7 – 0.5

Tests on residue from distillation:

Polymer content, wt. % (solids basis) Tex-533-C – – 3.0 – – – – – – – 3.0 – Penetration, 77°F, 100 g, 5 sec. T 49 225 300 90 140 150 300 300 – 300 – 100 140 Solubility in trichloroethylene, % T 44 97.0 – 97.0 – 97.0 – 97.0 – 97.0 – 97.0 – Viscosity, 140°F, poise T 202 – – 1,500 – – – – – – – 1,300 – Float test, 140°F, sec. T 50 – – 1,200 – 1,200 – 1,200 – 1,200 – – – Ductility,2 39.2°F, 5 cm/min., cm T 51 – – 50 – – – – – – – 50 – Elastic recovery,2 50°F, % Tex-539-C 55 – 55 – – – – – – – – –

Tests on RTFO curing of distillation residue Tex-541-C Elastic recovery, 50°F, % Tex-539-C – – – – 50 – 50 – 30 – – –

1. Exception to T 59: Bring the temperature on the lower thermometer slowly to 350°F ±10°F. Maintain at this temperature for 20 min.

Complete total distillation in 60 min. (±5 min.) from the first application of heat.

2. HFRS-2P must meet one of either the ductility or elastic recovery requirements.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph542.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph533.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph539.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph539.pdf

Table 10 Polymer-Modified Cationic Emulsified Asphalt

Property Test

Procedure

Type-Grade

Rapid-Setting Medium-Setting Slow-Setting

CRS-1P CRS-2P CHFRS-2P CMS-1P3 CMS-2P3 CSS-1P

Min Max Min Max Min Max Min Max Min Max Min Max

Viscosity, Saybolt Furol T 72 77°F, sec. – – – – – – 20 100 – – 20 100 122°F, sec. 50 150 150 400 100 400 – – 50 400 – –

Sieve test, % T 59 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1 – 0.1

Demulsibility, 35 mL of 0.8% Sodium dioctyl sulfosuccinate, %

T 59 60 – 70 – 60 – – – – – – –

Storage stability, 1 day, % T 59 – 1 – 1 – 1 – – – – – 1

Breaking index, g Tex-542-C – 80 – – – – – – – – – –

Particle charge T 59 Positive Positive Positive Positive Positive Positive

Distillation test:1 T 59 Residue by distillation, % by weight 65 – 65 – 65 – 65 – 65 – 62 – Oil distillate, % by volume of emulsion – 3 – 0.5 – 0.5 – 0.5 – 0.5 – 0.5

Tests on residue from distillation:

Polymer content, wt. % (solids basis) Tex-533-C

– – 3.0 – 3.0 – – – – – 3.0 –

Penetration, 77°F, 100 g, 5 sec. T 49 225 300 90 150 80 130 40 – 40 – 55 90 Viscosity, 140°F, poise T 202 – – 1,300 – 1,300 – – 5,000 – 5,000 – – Solubility in trichloroethylene, % T 44 97.0 – 97.0 – 95.0 – – – – – 97.0 – Softening point, °F T 53 – – – – 130 – – – – – 135 – Ductility, 77°F, 5 cm/min., cm T 51 – – – – – – – – – – 70 – Float test, 140°F, sec. T 50 – – – – 1,800 – – – – – Ductility,2 39.2°F, 5 cm/min., cm T 51 – – 50 – – – – – – – – – Elastic recovery,2 50°F, % Tex-539-C 45 – 55 – 55 – 45 – 45 – – –

Tests on rejuvenating agent:

Viscosity, 140°F, cSt T 201 – – – – – – 50 175 50 175 – – Flash point, C.O.C., °F T 48 – – – – – – 380 – 380 – – – Saturates, % by weight D2007 – – – – – – – 30 – 30 – – Solubility in n-pentane, % by weight D2007 – – – – – – 99 – 99 – – –

Tests on rejuvenating agent after TFO or

RTFO:

T 240 or T 179

Weight Change, % – – – – – – – 6.5 – 6.5 – – Viscosity Ratio – – – – – – – 3.0 – 3.0 – –

Tests on latex:4 Tensile strength, die C dumbbell, psi D4125 – – – – – – 500 – 500 – – –

Change in mass after immersion in rejuvenating agent, %

D471 – – – – – – – 406 – 406 – –

1. Exception to T 59: Bring the temperature on the lower thermometer slowly to 350°F (±0°F). Maintain at this temperature for 20 min.

Complete total distillation in 60 min. (±5 min.) from the first application of heat.

2. CRS-2P must meet one of either the ductility or elastic recovery requirements.

3. With all precertification samples of CMS-1P or CMS-2P, submit certified test reports showing that the rejuvenating agent and latex meet the stated requirements. Submit samples of these raw materials if requested by the Engineer.

4. Preparation of latex films: Use any substrate which produces a film of uniform cross-section. Apply latex using a drawdown tool that will deliver enough material to achieve desired residual thickness. Cure films for 14 days at 75°F and 50% relative humidity.

5. Cut samples for tensile strength determination using a crosshead speed of 20 in./min.

6. Specimen must remain intact after exposure and removal of excess rejuvenating agent.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph542.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph533.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph539.pdf

2.5. Specialty Emulsions. Provide specialty emulsion that is either asphalt-based or resin-based and meets the requirements of Table 11.

Table 11 Specialty Emulsions

Property Test

Procedure

Type–Grade

Medium-Setting Slow-Setting

AE–P EAP&T PCE

Min Max Min Max Min Max

Viscosity, Saybolt Furol T 72 77°F, sec. – – – – 10 100 122°F, sec. 15 150 – – – –

Sieve test, % T 59 – 0.1 – 0.1 – 0.1

Miscibility2 T 59 – Pass Pass

Demulsibility, 35 mL of 0.10 N CaCl2, % T 59 – 70 – – – –

Storage stability, 1 day, % T 59 – 1 – 1 – –

Particle size,5 % by volume < 2.5 m Tex-238-F3 – – 90 – 90 –

Asphalt emulsion distillation to 500°F followed by Cutback asphalt distillation of residue to 680°F:

T 59 & T 78

Residue after both distillations, % by wt. 40 – – – – – Total oil distillate from both distillations, % by volume of emulsion 25 40 – – – –

Residue by distillation, % by wt. T 59 – – 60 – – –

Residue by evaporation,4 % by wt. T 59 – – – – 60 –

Tests on residue after all distillation(s):

Viscosity, 140°F, poise T 202 – – 800 – – – Kinematic viscosity,5 140°F, cSt T 201 – – – – 100 350 Flash point C.O.C., °F T 48 – – – – 400 – Solubility in trichloroethylene, % T 44 97.5 – – – – – Float test, 122°F, sec. T 50 50 200 – – – –

1. Supply with each shipment of PCE:

a copy of a lab report from an approved analytical lab, signed by a lab official, indicating the PCE formulation does not meet any characteristics of a Resource Conservation Recovery Act (RCRA) hazardous waste;

a certification from the producer that the formulation supplied does not differ from the one tested and that no listed RCRA hazardous wastes or Polychlorinated Biphenyls (PCBs) have been mixed with the product; and a Safety Data Sheet.

2. Exception to T 59: In dilution, use 350 mL of distilled or deionized water and a 1,000-mL beaker.

3. Use Tex-238-F, beginning at “Particle Size Analysis by Laser Diffraction,” with distilled or deionized water as a medium and no dispersant, or use another approved method.

4. Exception to T 59: Leave sample in the oven until foaming ceases, then cool and weigh.

5. PCE must meet either the kinematic viscosity requirement or the particle size requirement.

2.6. Recycling Agent. Recycling agent and emulsified recycling agent must meet the requirements in Table 12.

Additionally, recycling agent and residue from emulsified recycling agent, when added in the specified proportions to the recycled asphalt, must meet the properties specified on the plans.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/200-F_series/pdfs/bit238.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/200-F_series/pdfs/bit238.pdf

Table 12 Recycling Agent and Emulsified Recycling Agent

Property Test

Procedure Recycling Agent

Emulsified Recycling Agent

Min Max Min Max

Viscosity, Saybolt Furol, 77°F, sec. T 72 – – 15 100

Sieve test, % T 59 – – – 0.1

Miscibility1 T 59 – No coagulation

Residue by evaporation,2 % by wt. T 59 – – 60 –

Tests on recycling agent or residue from evaporation:

Flash point, C.O.C., °F T 48 400 – 400 –

Kinematic viscosity, T 201

140°F, cSt 75 200 75 200

275°F, cSt – 10.0 – 10.0

1. Exception to T 59: Use 0.02 N CaCl2 solution in place of water.

2. Exception to T 59: Maintain sample at 300°F until foaming ceases, then cool and weigh.

2.7. Crumb Rubber Modifier. Crumb rubber modifier (CRM) consists of automobile and truck tires processed by ambient temperature grinding.

CRM must be:

free from contaminants including fabric, metal, and mineral and other nonrubber substances;

free-flowing; and nonfoaming when added to hot asphalt binder.

Ensure rubber gradation meets the requirements of the grades in Table 13 when tested in accordance with Tex-200-F, Part I, using a 50-g sample.

Table 13 CRM Gradations

Sieve Size (% Passing)

Grade A Grade B Grade C Grade D Grade E

Min Max Min Max Min Max

As shown on the plans

As approved

#8 100 – – – – –

#10 95 100 100 – – –

#16 – – 70 100 100 –

#30 – – 25 60 90 100

#40 – – – – 45 100

#50 0 10 – – – –

#200 – – 0 5 – –

2.8. Crack Sealer. Provide polymer-modified asphalt-emulsion crack sealer meeting the requirements of Table 14. Provide rubber-asphalt crack sealer meeting the requirements of Table 15.

Table 14 Polymer-Modified Asphalt-Emulsion Crack Sealer

Property Test Procedure Min Max

Rotational viscosity, 77°F, cP D 2196, Method A 10,000 25,000

Sieve test, % T 59 – 0.1

Storage stability, 1 day, % T 59 – 1

Evaporation Tex-543-C Residue by evaporation, % by wt. 65 –

Tests on residue from evaporation:

Penetration, 77°F, 100 g, 5 sec. T 49 35 75

Softening point, °F T 53 140 –

Ductility, 39.2°F, 5 cm/min., cm T 51 100 – http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/200-F_series/pdfs/bit200.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph543.pdf

Table 15 Rubber-Asphalt Crack Sealer

Property Test Procedure Class A Class B

Min Max Min Max

CRM content, Grade A or B, % by wt. Tex-544-C 22 26 – –

CRM content, Grade B, % by wt. Tex-544-C – – 13 17

Virgin rubber content,1 % by wt. – – 2 –

Flash point,2 C.O.C., °F T 48 400 – 400 –

Penetration,3 77°F, 150 g, 5 sec. T 49 30 50 30 50

Penetration,3 32°F, 200 g, 60 sec. T 49 12 – 12 –

Softening point, °F T 53 – – 170 –

Bond Test, non-immersed, 0.5 in specimen, 50% extension, 20°F4 D5329 – Pass

1. Provide certification that the Min % virgin rubber was added.

2. Agitate the sealing compound with a 3/8- to 1/2-in. (9.5- to 12.7-mm) wide, square-end metal spatula to bring the material on the bottom of the cup to the surface (i.e., turn the material over) before passing the test flame over the cup. Start at one side of the thermometer, move around to the other, and then return to the starting point using 8 to 10 rapid circular strokes. Accomplish agitation in 3 to 4 sec. Pass the test flame over the cup immediately after stirring is completed.

3. Exception to T 49: Substitute the cone specified in D 217 for the penetration needle.

4. Allow no crack in the crack sealing materials or break in the bond between the sealer and the mortar blocks over 1/4 in. deep for any specimen after completion of the test.

2.9. Asphalt-Rubber Binders. Provide asphalt-rubber (A-R) binders that are mixtures of asphalt binder and CRM, which have been reacted at elevated temperatures. Provide A-R binders meeting D6114 and containing a minimum of 15% CRM by weight. Provide Types I or II, containing CRM Grade C, for use in hot-mixed aggregate mixtures. Provide Types II or III, containing CRM Grade B, for use in surface treatment binder. Ensure binder properties meet the requirements of Table 16.

Table 16 A-R Binders

Property Test

Procedure

Binder Type

Type I Type II Type III

Min Max Min Max Min Max

Apparent viscosity, 347°F, cP D2196, Method A 1,500 5,000 1,500 5,000 1,500 5,000

Penetration, 77°F, 100 g, 5 sec. T 49 25 75 25 75 50 100

Penetration, 39.2°F, 200 g, 60 sec. T 49 10 – 15 – 25 –

Softening point, °F T 53 135 – 130 – 125 –

Resilience, 77°F, % D5329 25 – 20 – 10 –

Flash point, C.O.C., °F T 48 450 – 450 – 450 –

Tests on residue from Thin-Film Oven Test:

T 179

Retained penetration ratio, 39.2°F, 200 g, 60 sec., % of original

T 49 75 – 75 – 75 –

2.10. Performance-Graded Binders. Provide PG binders that are smooth and homogeneous, show no separation when tested in accordance with Tex-540-C, and meet the requirements of Table 17.

Separation testing is not required if:

a modifier is introduced separately at the mix plant either by injection in the asphalt line or mixer, the binder is blended on site in continuously agitated tanks, or binder acceptance is based on field samples taken from an in-line sampling port at the hot-mix plant after the addition of modifiers.

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph544.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph544.pdf http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/500-C_series/pdfs/aph540.pdf

Table 17 Performance-Graded Binders

Property and Test Method

Performance Grade

PG 58 PG 64 PG 70 PG 76 PG 82

-22 -28 -34 -16 -22 -28 -34 -16 -22 -28 -34 -16 -22 -28 -34 -16 -22 -28

Average 7-day max pavement design temperature, °C1

< 58 < 64 < 70 < 76 < 82

Min pavement design temperature, °C1 >-22 >-28 >-34 >-16 >-22 >-28 >-34 >-16 >-22 >-28 >-34 >-16 >-22 >-28 >-34 >-16 >-22 >-28

Original Binder

Flash point, T 48, Min, °C 230

Viscosity, T 316:2,3 Max, 3.0 Pas, test temperature, °C 135

Dynamic shear, T 315:4

58 64 70 76 82 G*/sin(), Min, 1.00 kPa, Max, 2.00 kPa,7 Test temperature @ 10 rad/sec., °C

Elastic recovery, D 6084, 50°F, % Min – – 30 – – 30 50 – 30 50 60 30 50 60 70 50 60 70

Rolling Thin-Film Oven (Tex-541-C)

Mass loss, Tex-541-C, Max, % 1.0

Dynamic shear, T 315:

58 64 70 76 82 G*/sin(, Min, 2.20 kPa, Max, 5.00 kPa,7 Test temperature @ 10 rad/sec., °C

Pressure Aging Vessel (PAV) Residue (R 28)

PAV aging temperature, °C 100

Dynamic shear, T 315:

25 22 19 28 25 22 19 28 25 22 19 28 25 22 19 28 25 22 G*sin(, Max, 5,000 kPa Test temperature @ 10 rad/sec., °C

Creep stiffness, T 313:5,6

-12 -18 -24 -6 -12 -18 -24 -6 -12 -18 -24 -6 -12 -18 -24 -6 -12 -18 S, max, 300 MPa, m-value, Min, 0.300 Test temperature @ 60 sec., °C

Direct tension, T 314:6 -12 -18 -24 -6 -12 -18 -24 -6 -12 -18 -24 -6 -12 -18 -24 -6 -12 -18 Failure strain, Min, 1.0%

Test temperature @ 1.0 mm/min., °C

1. Pavement temperatures are estimated from air temperatures using an algorithm contained in a Department-supplied computer program, may be provided by the Department, or by following the procedures outlined in AASHTO MP 2 and PP 28.

2. This requirement may be waived at the Department’s discretion if the supplier warrants that the asphalt binder can be adequately pumped, mixed, and compacted at temperatures that meet all applicable safety, environmental, and constructability requirements. At test temperatures where the binder is a Newtonian fluid, any suitable standard means of viscosity measurement may be used, including capillary (T 201 or T 202) or rotational viscometry (T 316).

3. Viscosity at 135°C is an indicator of mixing and compaction temperatures that can be expected in the lab and field. High values may indicate high mixing and compaction temperatures. Additionally, significant variation can occur from batch to batch. Contractors should be aware that variation could significantly impact their mixing and compaction operations. Contractors are therefore responsible for addressing any constructability issues that may arise.

4. For quality control of unmodified asphalt binder production, measurement of the…