zycosoil study phase ii f -...

LABORATORY EVALUATION

OF ZYCOSOIL AS AN ANTI-

STRIPPING AGENT FOR

SUPERPAVE MIXTURES –

PHASE II

By

Jaeseung Kim

and

Jason R. Moore

2

LABORATORY EVALUATION OF ZYCOSOIL AS AN ANTI-STRIPPING AGENT FOR SUPERPAVE MIXTURES – PHASE II

FINAL REPORT

By

Jaeseung Kim, Ph.D. Lead Research Engineer

National Center for Asphalt Technology Auburn University, Auburn, Alabama

Phone: (334) 844-4964 E-mail: [email protected]

And

Jason R. Moore, P.E. NCAT Lab Manager

National Center for Asphalt Technology Auburn University, Auburn, Alabama

Phone: (334) 844-7336 E-mail [email protected]

Sponsored by Zydex Industries India

September 2009

3

DISCLAIMER

The contents of this report reflect the views of the authors who are responsible for the facts and accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of Zydex Industries India or the National Center for Asphalt Technology, or Auburn University. This report does not constitute a standard, specification, or regulation.

4

Table of Contents

INTRODUCTION.................................................................................................................. 5 Background......................................................................................................................... 5

Objectives ........................................................................................................................... 6

Scope .................................................................................................................................. 6

Superpave Binder Tests...................................................................................................... 7

Superpave Volumetric Mix Design Method....................................................................... 9

TEST RESULTS .................................................................................................................. 11 SUMMARY AND CONCLUSIONS................................................................................... 15 REFERENCES ..................................................................................................................... 17 APPENDIX .......................................................................................................................... 18

List of Tables and Figures

List of Tables

Table 1. Superpave Mix Design Requirements .................................................................... 11 Table 2. Superpave Asphalt Binder Grading Summary ....................................................... 12 Table 3. Volumetric Properties............................................................................................. 14 Table 4. TSR Test Results .................................................................................................... 15

List of Figures

Figure 1. Gradation............................................................................................................... 13

5

INTRODUCTION

Background

A study on ‘A Laboratory Evaluation of ZycoSoil as an Anti-Stripping Agent for

Superpave Mixtures - Phase I’ was completed in June 2009. The study included the

Superpave binder and mixture test results performed for the Superpave mixtures

with/without ZycoSoil. The results clearly indicated that ZycoSoil has the potential to

reduce moisture damage in asphalt mixtures. ZycoSoil is an organosilane compound that

reacts with mineral particles and forming hydrophobic layers on the mineral surfaces

making the particles water-insensitive. The initial study however evaluated ZycoSoil only

at the 0.05% by weight of the binder; therefore its optimum dosage as an effective anti-

stripping agent has not been determined.

The effect of moisture on asphalt mixtures has long been recognized as an important mix

design consideration due to the concern for potential damage and premature failure of

asphalt pavements. Moisture damage is generally caused by debonding of the asphalt film

from the aggregate surface. Therefore the ratio of conditioned to unconditioned tensile

strength has been widely used as an indicator of assessing moisture susceptibility of asphalt

mixtures. The Tensile Strength Ratio (TSR) is determined by dividing the average indirect

tensile strength of a conditioned control group by the average tensile strength of a set of

unconditioned samples. If the TSR is less than eighty percent, the mix is considered to be

susceptible to moisture damage. A survey of state departments of transportation and

federal highway offices found that 82% of the agencies use the TSR test (or similar) as a

screening tool for separating good mixtures from those expected to be sensitive to moisture

damage (Hicks et al. 2004). In this follow-up study, the TSR as well as tensile strength

values were therefore used to determine a suitable amount of the anti-stripping agent

ZycoSoil in use for Superpave mixtures.

6

Objectives

The objectives of this research project are to:

a) Identify the suitable amount of ZycoSoil for the Superpave binders and mixtures;

b) Evaluate the capability of ZycoSoil for resisting moisture damage by comparing

the tensile strength properties between mixtures with different amounts of ZycoSoil.

Scope

The Superpave design methodology was exclusively used for determining the suitable

amount of ZycoSoil as an anti-stripping agent. The work plan was developed based on the

mutual agreement between the National Center for Asphalt Technology (NCAT) and Zydex

Industries India as follows:

1. Superpave binder performance grading:

• PG 64-22 binder with no additive [control binder]

• PG 64-22 binder with 0.05% ZycoSoil by weight of the binder [0.05%

ZycoSoil]

• PG 64-22 binder with 0.1% ZycoSoil by weight of the binder [0.1% ZycoSoil]

2. Superpave mix design verification (including AASHTO T 283) for two Superpave

12.5 mm Nominal Maximum Aggregate Size (NMAS) asphalt mixes with the

following binder and additives:

• Georgia granite aggregate & PG 64-22 binder with no additive [control mix.]

• Georgia granite aggregate & PG 64-22 binder with 0.05% ZycoSoil [The mix

has the same aggregate, same gradation, and same binder content as the control

mix.]

• Georgia granite aggregate & PG 64-22 binder with 0.1% ZycoSoil [The mix has

the same aggregate, same gradation, and same binder content as the control

mix.]

7

Superpave Binder Tests

The Superpave binder specification is intended to assess the contribution of an asphalt

binder to rutting, low temperature cracking, and fatigue cracking (AASHTO M320). The

asphalt binders are selected for a particular mix design specification based primarily on the

climate that the pavement will experience. Based on the climatic variation, the asphalt

binders are tested and classified according to performance. For example, an asphalt binder

that is expected to perform adequately in a climate with an average 7-day maximum

temperature of 64oC and a minimum pavement design temperature of -22oC would be

classified PG 64-22. The brief descriptions of the Superpave binder tests are as follows:

• Rolling Thin Film Oven Test - The Rolling Thin Film Oven Test (RTFOT) serves

two purposes. One purpose is to age the asphalt binder to represent the aging

(oxidation and volatilization) associated with the production of asphalt mixtures.

The second is to determine the mass quantity of volatiles lost from the asphalt

during the process. The RTFOT continually exposes fresh films of binder to heat

and air flow. A binder sample is heated until fluid, not exceeding 150°C. RTFOT

bottles are loaded with 35 grams of binder. Eight sample bottles are required for

Superpave binder testing. After aging, the two bottles containing the mass loss

samples are weighed to the nearest 0.001 grams. The other bottles are poured into a

single container to be used for Dynamic Shear Rheometer (DSR) testing and to be

transferred into Pressure Aging Vessel (PAV) pans for additional aging.

• Pressure Aging Vessel - The Superpave Pressure Aging Vessel (PAV) procedure is

used to simulate long-term aging of asphalt binders over time in the pavement.

Pans containing 50 grams of RTFOT residue are placed in the PAV, which is

pressurized with air at 2070 kPa, and aged for 20 hours. The range of PAV

temperature used is between 90 and 110°C.

8

• Dynamic Shear Rheometer Test - The Dynamic Shear Rheometer (DSR) test

measures the viscoelastic shear properties of asphalt binders by testing them in an

oscillatory mode. A sample of asphalt binder is placed between two parallel steel

plates. The DSR test is used for measuring the asphalt properties at high and

intermediate service temperatures for specification purposes. The two values to be

measured from each test are the complex shear modulus, G*, and the phase angle, δ.

These two test values are then used to compute G*/sinδ and G*sinδ. In the

Superpave asphalt specification, permanent deformation is controlled by requiring

the G*/sinδ of the binder at the highest anticipated pavement temperature to be

greater than 1.0 kPa before aging and 2.2 kPa after the RTFO process. Fatigue

cracking is controlled by requiring that a binder after PAV aging should have a

G*sinδ value of less than 5000 kPa at a specified intermediate pavement

temperature.

• Bending Beam Rheometer Test - The Bending Beam Rheometer (BBR) test is used

to measure the stiffness of asphalt binders at low surface temperatures. For

specification testing, the test samples are fabricated from PAV-aged asphalt binders

and tested at 10°C above the expected minimum pavement temperature, Tmin. The

Superpave binder specification requires the stiffness at the test temperature after 60

seconds to be less than 300 MPa to control low-temperature cracking and the m-

value at 60 seconds to be greater than or equal to 0.30.

• Rotational Viscometer Test - The Superpave binder specification uses the

Rotational Viscometer (RV) test for measuring the viscosity of binders at elevated

temperatures to ensure that the binders are sufficiently fluid when being pumped

and mixed at the hot mix plants. In the RV test, a binder sample is held in a

temperature-controlled cylindrical sample chamber, and a cylindrical spindle, which

is submerged in the sample, is rotated at a specified constant speed. Viscosity is

then calculated by dividing the computed shear stress by the computed shear rate.

9

For Superpave binder specification purposes, the rotational viscosity test is run on

the original binder at 135°C. The maximum allowable viscosity at this condition is

3 Pa⋅s.

Superpave Volumetric Mix Design Method

The Superpave mix design, targeting air voids of 4% at the known traffic level, provides a

guide of selecting optimum asphalt content and specifies minimum design criteria such as

Voids in Mineral Aggregates (VMA), Voids Filled with Asphalt (VFA), and a dust to

binder ratio at the optimum asphalt content. The general procedures of the Superpave

volumetric design are described in this section. The more detailed specifications can be

found in AASHTO M323.

1. Selection of Asphalt - The asphalt binder should be a PG grade asphalt meeting the

requirements of AASHTO MP 1, which is appropriate for the climate and traffic

conditions at the project site.

2. Selection of Aggregate - The combined aggregate must meet the following

requirements:

• Nominal maximum aggregate size — Nominal maximum aggregate size should

be 4.75 to 37.5 mm

• Gradation control points — The combined aggregate gradation must pass

between the control points

• Consensus aggregate property requirements — There are four consensus

aggregate property requirements: 1) coarse aggregate angularity: minimum

percentage of particles with crushed faces; 2) fine aggregate angularity

requirement: minimum uncompacted void content; 3) fine aggregate sand

equivalent requirement: minimum sand content; 4) coarse aggregate shape

maximum allowable percentage of flat and elongated particles.

10

3. Preparation of Asphalt Mixtures - Aggregates and asphalt are mixed at the

temperature at which the kinematic viscosity of the asphalt is 170 ± 20 mm2/s. The

loose asphalt mixture is then cured in a forced-draft oven at 135°C for 2 hours

before compaction.

4. Compaction of Asphalt Mixtures - Compaction of the asphalt mixture is done in the

Superpave gyratory compactor. The number of gyrations to be applied is a function

of the designed traffic level.

5. Determination of Design Asphalt Content - The design asphalt content is the asphalt

content at which the asphalt mixture has an air voids content of 4% when

compacted to Ndes gyrations.

6. Superpave Mix Design Requirements - The asphalt mixture design must meet all

the following requirements:

• The asphalt mixture must have a target air void content of 4% when compacted

to Ndes gyrations.

• The VMA of the compacted mixture at Ndes gyrations must meet the minimum

VMA requirements as shown in Table 1.

• The VFA (Voids Filled with Asphalt) of the compacted mixture at Ndes

gyrations must fall within the range as shown in Table 1.

• The dust-to-binder ratio, which is the ratio of the weight of the mineral filler to

the weight of the binder, must be between 0.6 and 1.2.

• The %Gmm of the asphalt mixture compacted to Nini must not exceed the limits

as shown in Table 1. The %Gmm of the mixture compacted to Nmax must not

exceed 98%.

11

• The asphalt mixture, when compacted by the Superpave gyratory compactor to

7% air voids and tested in the AASHTO T 283 must have a retained tensile-

strength ratio of at least 80%.

Table 1. Superpave Mix Design Requirements

Required Density Minimum VMA Nominal Maximum Aggregate Size

20-yr Traffic Loading

(in millions of ESALs)

Nini Ndes Nmax 9.5 mm

12.5 mm

19.0 mm

25.0 mm

37.5 mm

VFA

< 0.3 ≤91.5 70 - 80 0.3 to < 3 ≤90.5 65 - 78 3 to < 10 ≤89.0

96.0 ≤98.0 15.0 14.0 13.0 12.0 11.0 65 - 75

TEST RESULTS

Binder Test Results

The binder performance grading test results are shown in Table 2 of the three binders:

control, 0.05% ZycoSoil, and 0.1% ZycoSoil. As can be seen, each of binders met the

requirements of PG 64-22. No significant differences between the test results of the three

binders were observed. This indicates that ZycoSoil does not significantly affect the

original binder properties. Therefore, the PG 64-22 binders, including both 0.05%

ZycoSoil and 0.1% ZycoSoil, can be graded as PG 64-22. The detailed test results are

attached in Appendix.

According to past experience, most amine-based liquid antistripping agents tend to lower

the viscosity (analogous to reducing G*/sinδ) of the neat (control) binder, which has been a

concern of user agencies. However, it is encouraging to note in Table 2 that the addition of

ZycoSoil has actually increased G*/sinδ of both neat and RTFO residue of PG 64-22,

thereby increasing its resistance to rutting.

12

Table 2. Superpave Asphalt Binder Grading Summary

Binder: PG 64-22 with 0, 0.05 and 0.1% ZycoSoil

Rotational Viscosity @ 135oC, AASHTO T 316, PaS Test Results

0.1% ZycoSoil 0.458

0.05% ZycoSoil 0.468

Control 0.470

Dynamic Shear Rheometer AASHTO T 315

Test Temperature, 64 oC G*, kPa Phase Angle G* / sinδ, kPa

0.1% ZycoSoil 1.55 86.4 1.55

0.05% ZycoSoil 1.56 86.4 1.57

Control 1.44 86.4 1.44

Dynamic Shear Rheometer for RTFO Binders AASHTO T 315

Test Temperature, 64 oC G*, kPa Phase Angle G* / sinδ, kPa

0.1% ZycoSoil 4.00 82.7 4.02

0.05% ZycoSoil 3.75 82.8 3.78

Control 3.44 82.7 3.47

Pressure Aging Vessel (PAV) Aged Binder, AASHTO R28


Test Temperature, 25 oC G*, kPa Phase Angle G* sinδ, kPa

0.1% ZycoSoil 6628 44.8 4668

0.05% ZycoSoil 6001 44.1 4173

Control 6373 43.3 4368

Bending Beam Rheometer (BBR) AASHTO T 313

Test Temperature, -12 oC Stiffness, MPa m-value

0.1% ZycoSoil 186 0.314

0.05% ZycoSoil 202 0.317

Control 201 0.312

PG Grade

0.1% ZycoSoil 64 -22

0.05% ZycoSoil 64 -22

Control 64 -22

13

Mixture Test Results

Aggregates from two sources in Georgia (Lithonia and Lithia Springs) were selected for the

mixture tests. The aggregates met all the criteria for the consensus and source properties.

Aggregate gradations with a nominal aggregate size of 12.5 mm were designed for testing

and evaluation. Figure 1 shows designed gradations of the mixtures.

0

10

20

30

40

50

60

70

80

90

100

Sieve Size

Perc

ent P

assi

ng

Lithonia

Lithia Spring

#200 #50 #30 #16 #8 #4 3/8" 1/2" 3/4"

Figure 1. Gradation

Mix designs were completed with the aggregates from each source. The mix designs with

the PG 64-22 binder without ZycoSoil were the control mixture sets. Since the binder

testing showed that ZycoSoil had no effect on binder properties, the same optimum asphalt

contents were also used for the mixtures which included 0.05% ZycoSoil and 0.1%

ZycoSoil. For the purpose of identifying the different mixtures, the control mixtures were

labeled Lithonia Control and Lithia Springs Control, and the four mixtures with ZycoSoil

were labeled Lithonia 0.05% ZycoSoil, Lithonia 0.1% ZycoSoil, Lithia Springs 0.05%

ZycoSoil, and Lithia Springs 0.1% ZycoSoil.

14

The asphalt mixtures were compacted to 65 gyrations applicable to all traffic levels as

specified by the Georgia Department of Transportation (GDOT). The trial blend sheets,

attached in Appendix, were prepared based on the Job Mix Formula (JMF) for the

aggregates. The compaction data of the samples were used in determining the design

asphalt content. Volumetric properties of the mixtures were calculated at the optimum

asphalt content. A summary of the volumetric properties obtained at the optimum asphalt

content, meeting all the Superpave standards, is shown in Table 3.

Table 3. Volumetric Properties

Lithonia Lithia Springs Requirement Nominal Max 12.5 mm 12.5 mm

Design Gyrations 65 65 Binder PG 64-22 PG 64-22 Opt Pb 5.30% 5.50% VMA 15.2 15.7 >14 VFA 72.9 72.0 65 - 78

Dust / Asphalt 0.90 0.92 0.6 - 1.2

The evaluation of a mixture’s moisture sensitivity is the final step in the Superpave

volumetric mix design process. TSR tests according to AASHTO T 283 were performed

for the six mixtures (Lithonia Control, Lithia Springs Control, Lithonia 0.05% ZycoSoil,

Lithonia 0.1% ZycoSoil, Lithia Springs 0.05% ZycoSoil, and Lithia Springs 0.1%

ZycoSoil). A summary of those test results is shown in the Table 4. The TSR values of the

Lithonia 0.05% ZycoSoil and the Lithia Springs 0.05% ZycoSoil were 0.95 each, while

those of the control mixtures were 0.85 and 0.82 respectively. The same tests performed on

the mixtures with 0.1% ZycoSoil showed the TSR values of 0.99 and 1.00, indicating that

ZycoSoil had significantly improved the moisture resistance of the given mixtures.

Although it is not necessary to have the tensile strength of a mixture with an anti-stripping

agent higher than that of a mixture without the anti-stripping agent according to the

Superpave mix design criteria, strength itself is however an important property of asphalt

15

mixtures and is preferred to remain unchanged or similar. As shown in Table 4, the

averaged strengths of both groups of the mixtures with 0.1% ZycoSoil were similar to those

of unconditioned groups of the control mixtures. These results indicate that ZycoSoil is

effective in preventing the early failure of asphalt mixtures both in the conditioned and

unconditioned states. The detailed test results are attached in Appendix.

Table 4. TSR Test Results

Tensile Strength Ratio (TSR) Mixture Control Mixture 0.05% ZycoSoil 0.1% ZycoSoil Lithonia 0.85 0.95 0.99

Lithia Springs 0.82 0.95 1.00 Average Tensile Strength (psi)

Conditioned Strength / Unconditioned Strength Mixture Control Mixture 0.05% ZycoSoil 0.1% ZycoSoil Lithonia 160/188 150/158 174/175

Lithia Springs 136/166 152/160 167/168

SUMMARY AND CONCLUSIONS

An initial study of ZycoSoil as an Anti-Stripping Agent completed in June 2009 concluded

that ZycoSoil could be used as an effective anti-stripping agent capable of improving the

resistance of asphalt mixtures to water damage. This follow-up study was aimed at

determining the optimal dosage of ZycoSoil.

Superpave binder performance grading tests were performed on the PG 64-22 binder to

which 0, 0.05, and 0.1% ZycoSoil (by weight of the binder) were added. The binder test

results showed that ZycoSoil did not affect the binder properties. Accordingly, the

conclusion drawn was that the PG 64-22 binders both with 0.05% ZycoSoil and 0.1%

ZycoSoil can be graded as PG 64-22.

16

Two dense-graded Superpave mixtures with granite aggregates from Lithonia and Lithia

Springs, GA, were designed to meeting all the Superpave standards. Testing in accordance

with AASHTO T 283 was used to assess moisture damage susceptibility of mixtures

without ZycoSoil (control mixtures) and with 0.05% ZycoSoil and 0.1% ZycoSoil. Results

showed a significant improvement in TSR values as the ZycoSoil was added. TSRs of the

Lithonia and Lithia Springs control mixtures were 0.85 and 0.82 respectively. The TSRs

increased to 0.95 for both mixtures with the addition of 0.05% ZycoSoil, and further

increased 0.99 and 1.00, respectively, as the ZycoSoil dosage increased to 0.1% by weight

of binder.

Furthermore, the indirect tensile strengths of the conditioned groups with 0.1% ZycoSoil

mixtures were similar to that of the unconditioned groups of the control mixtures. This

finding supports that ZycoSoil is effective in preventing the moisture damage of asphalt

mixtures due to strength reduction and keeps the same strength of asphalt mixtures both in

the conditioned and unconditioned states.

It must be noted that this study evaluated ZycoSoil with only one binder and two

aggregates. It is well known that mixtures’ performance is highly dependent on aggregate

and binder types. It is therefore recommended that the evaluation be extended to other

types of aggregates, such as gravels and limestones, and other types of binders that are

normally used in cold climate conditions.

17

REFERENCES

AASHTO M320 “Standard Specification for Performance Graded Asphalt Binder.”

American Association of State Highway and Transportation Officials, Washington

D.C., 1998

AASHTO M323 “Standard Specification for Superpave Volumetric Mix Design.”

American Association of State Highway and Transportation Officials, Washington

D.C., 2001

AASHTO T 283 “Standard Method of Test for Resistance of Compacted Hot Mix Asphalt

(HMA) to Moisture-Induced Damage.” American Association of State Highway and

Transportation Officials, Washington D.C., 2008

Hicks, R. G., Santucci, L., and Aschenbrener, T. “Introduction and Seminar Objectives.” In

Moisture Sensitivity of Asphalt Pavements: A National Seminar, Washington, D.C.:

Transportation Research Board, 2004: 4-35

18

APPENDIX

19

Superpave Asphalt Binder Grading Summary AASHTO M320

Sample ID: PG 64-22

Original Binder - PG 64-22

Test Method Test Results Specification

Rotational Viscosity @ 135oC, AASHTO T 316, PaS 0.47 ≤ 3 PaS


Test Temperature, oC G*, kPa Phase Angle δ, o G* / sinδ, kPa 64 1.44 86.4 1.44 ≥ 1.00 kPa

70 0.69 84.5 0.69

Rolling Thin Film (RTFO) Aged Binder, AASHTO T 240

Mass Change, % ≤ 1.00%


Test Temperature, oC G*, kPa Phase Angle δ, o G* / sinδ, kPa

64 3.44 82.7 3.47 ≥ 2.20 kPa

70 1.57 84.4 1.58



Test Temperature, oC G*, kPa Phase Angle δ, o G* sinδ, kPa 25 6373 43.3 4368 ≤ 5,000 kPa

22 9631 40.4 6240

Bending Beam Rheometer (BBR) AASHTO T313

Test Temperature, oC

-12 Stiffness, Mpa 201 ≤ 300 Mpa

m-value 0.312 ≥ 0.300 -18 Stiffness, Mpa 378

m-value 0.253

True Grade 67.0 -23.2

PG Grade 64 - 22

1. DSR Original: Tmax

Temperature at which G*/sinδ = 1.00 kPa 67.0

2. DSR RTFO: Tmax


3. DSR PAV: Tint

Temperature at which G*sinδ = 5,000 kPa 23.9

4. BBR PAV: Tmin

Temperature at which S(t) = 300 Mpa -25.4

Temperature at which m = 0.300 -23.2

20

Superpave Asphalt Binder Grading Summary AASHTO M320

Sample ID: PG 64-22 with 0.05% Zycosoil Test Method Test Results Specification



Test Temperature, oC G*, kPa Phase Angle δ, o G* / sinδ, kPa 64 1.56 86.4 1.57 ≥ 1.00 kPa

70 0.74 87.4 0.75


Mass Change, % -0.019 ≤ 1.00%



64 3.75 82.8 3.78 ≥ 2.20 kPa

70 1.76 84.6 1.77



Test Temperature, oC G*, kPa Phase Angle δ, o G* sinδ, kPa

25 6001 44.1 4173 ≤ 5,000 kPa

22 9040 41.1 5945





m-value 0.252


PG Grade 64 - 22



2. DSR RTFO: Tmax


3. DSR PAV: Tint


4. BBR PAV: Tmin



21

Superpave Asphalt Binder Grading Summary

AASHTO M320 Sample ID: PG 64-22 with 0.10% Zycosoil

Test Method Test Results Specification




64 1.55 86.4 1.55 ≥ 1.00 kPa

70 0.74 87.3 0.74


Mass Change, % -0.025 ≤ 1.00%



64 4.00 82.7 4.02 ≥ 2.20 kPa

70 1.82 84.6 1.83



Test Temperature, oC G*, kPa Phase Angle δ, o G* sinδ, kPa 25 6628 44.8 4668 ≤ 5,000 kPa

22 10040 41.8 6689





m-value 0.256


PG Grade 64 - 22



2. DSR RTFO: Tmax


3. DSR PAV: Tint


4. BBR PAV: Tmin



22

Project: Zycosoil - Lithonia Aggregate

Type: Lithonia Granite Date App. Sp. Gr. (Gsa) Eff. Sp. Gr. (Gse): Bulk Sp. Gr. (Gsb): Trial Blend: 1 8/31/2009

AC Sp. Gr. (Gb) = 2.639 2.642 2.608 NMAS: 12.5 mm

1.03 Compactive

Effort: 65 Gyration Masses Specific Gravities Voids

Specimen Number

Asphalt Content In Air

(g)

In Water

(g)

SSD (g)

Bulk (Gmb)

TMD (Gmm) Gse Va, % VMA, % VFA,

% Pba Pbe Dust/Binder Ratio

1 5.5 4786.5 2728.0 4788.2 2.323 2.433 2.642 4.5 15.8 71 0.52 5.01 0.92 2 5.5 4783.2 2726.5 4785.1 2.324 2.433 2.642 4.5 15.8 72 0.52 5.01 0.92 3 5.5 4755.7 2719.3 4759.1 2.331 2.433 2.642 4.2 15.5 73 0.52 5.01 0.92

Avg. 2.326 2.433 2.642 4.4 15.7 72.0 0.52 5.01 0.92

Project: Zycosoil - Lithia Springs Aggregate

Type: Lithia Springs Granite Date App. Sp. Gr. (Gsa) Eff. Sp. Gr. (Gse): Bulk Sp. Gr. (Gsb): Trial Blend: 1 8/31/2009

AC Sp. Gr. (Gb) = 2.639 2.642 2.608 NMAS: 12.5 mm

1.03 Compactive

Effort: 65 Gyration Masses Specific Gravities Voids

Specimen Number

Asphalt Content In Air

(g)

In Water

(g)

SSD (g)

Bulk (Gmb)

TMD (Gmm) Gse Va, % VMA, % VFA,

% Pba Pbe Dust/Binder Ratio

1 5.3 4851.8 2778.0 4854.7 2.336 2.440 2.642 4.2 15.3 72 0.45 4.87 0.90 2 5.3 4847.4 2780.5 4849.0 2.343 2.440 2.642 4.0 15.0 74 0.45 4.87 0.90

Avg. 2.340 2.440 2.642 4.1 15.2 73 0.45 4.87 0.90

23

Lithonia Design Control PG 64-22

Mix Test

Temperature (°C)

Sample ID

Freeze-Thaw Saturated Saturation Air

Voids Average Diameter

(in)

Average Height

(in)

Failure Load (lb)

Tensile Strength

(psi)

Average Tensile

Strength (psi)

TSR

Control 25 3 0 0 0 7.0 5.91 3.72 6740 195.17

Control 25 5 0 0 0 6.6 5.91 3.73 6540 188.87

Control 25 6 0 0 0 6.9 5.91 3.73 6240 180.21

188.08

Control 25 2 1 Yes 71.6 6.7 5.91 3.72 4620 133.78

Control 25 1 1 Yes 73.8 6.9 5.91 3.72 6100 176.64

Control 25 4 1 Yes 78.7 6.8 5.92 3.72 5900 170.56

160.32

0.85

Lithonia Design PG 64-22 with 0.05% Zycosoil added to the binder

Mix Test

Temperature (°C)

Sample ID



(in)

Average Height

(in)

Failure Load (lb)

Tensile Strength

(psi)

Average Tensile

Strength (psi)

TSR

Zycosoil 25 5 0 0 0 6.9 5.91 3.72 5700 165.05

Zycosoil 25 6 0 0 0 7.0 5.91 3.73 5320 153.64

Zycosoil 25 7 0 0 0 6.7 5.91 3.73 5400 155.95

158.21

Zycosoil 25 2 1 Yes 72.5 7.0 5.90 3.72 4940 143.29

Zycosoil 25 3 1 Yes 73.8 6.9 5.91 3.72 5300 153.47

Zycosoil 25 4 1 Yes 72.2 6.8 5.91 3.72 5300 153.47

150.08

0.95

Lithonia Design PG 64-22 with 0.1% Zycosoil added to the binder

Mix Test

Temperature (°C)

Sample ID



(in)

Average Height

(in)

Failure Load (lb)

Tensile Strength

(psi)

Average Tensile

Strength (psi)

TSR

Zycosoil 25 7 0 0 0 6.8 5.90 3.72 6140 178.10

Zycosoil 25 10 0 0 0 6.6 5.91 3.73 6200 179.05

Zycosoil 25 11 0 0 0 6.5 5.92 3.73 5800 167.22

174.79

Zycosoil 25 5 1 Yes 71.8 6.7 5.91 3.73 6300 181.94

Zycosoil 25 9 1 Yes 71.3 6.6 5.9 3.72 5900 171.13

Zycosoil 25 12 1 Yes 71.3 6.6 5.91 3.73 5800 167.50

173.52

0.99

24

Lithia Springs Design Control PG 64-22

Mix Test

Temperature (°C)

Sample ID



(in)

Average Height

(in)

Failure Load (lb)

Tensile Strength

(psi)

Average Tensile

Strength (psi)

TSR

Control 25 14 0 0 0 7.2 5.91 3.72 6300 182.43

Control 25 17 0 0 0 7.0 5.91 3.72 5300 153.47

Control 25 18 0 0 0 7.3 5.91 3.73 5600 161.72

165.87

Control 25 13 1 Yes 71.3 7.3 5.91 3.72 4540 131.46

Control 25 15 1 Yes 71.0 7.3 5.91 3.73 4520 130.53

Control 25 16 1 Yes 70.2 6.8 5.91 3.72 5000 144.78

135.59

0.82

Lithia Springs Design PG 64-22 with 0.05% Zycosoil added to the binder

Mix Test

Temperature (°C)

Sample ID



(in)

Average Height

(in)

Failure Load (lb)

Tensile Strength

(psi)

Average Tensile

Strength (psi)

TSR

Zycosoil 25 3 0 0 0 7.3 5.91 3.73 5900 170.39

Zycosoil 25 4 0 0 0 7.0 5.91 3.73 5520 159.41

Zycosoil 25 6 0 0 0 7.2 5.91 3.73 5200 150.17

159.99

Zycosoil 25 1 1 Yes 70.6 7.4 5.91 3.73 5360 154.79

Zycosoil 25 2 1 Yes 70.6 7.0 5.91 3.73 5400 155.95

Zycosoil 25 5 1 Yes 70.6 6.9 5.91 3.72 4980 144.20

151.65

0.95

Lithia Springs Design PG 64-22 with 0.1% Zycosoil added to the binder

Mix Test

Temperature (°C)

Sample ID



(in)

Average Height

(in)

Failure Load (lb)

Tensile Strength

(psi)

Average Tensile

Strength (psi)

TSR

Zycosoil 25 1 0 0 0 7.5 5.91 3.73 5400 155.95

Zycosoil 25 2 0 0 0 6.7 5.91 3.72 5900 170.84

Zycosoil 25 5 0 0 0 6.7 5.92 3.73 6100 175.87

167.55

Zycosoil 25 3 1 Yes 79.3 6.9 5.91 3.73 5700 164.61

Zycosoil 25 4 1 Yes 71.1 6.8 5.92 3.73 6000 172.98

Zycosoil 25 6 1 Yes 70.0 7.0 5.91 3.73 5700 164.61

167.40

1.00

zycosoil study phase ii f -...

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