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Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes
Materials Today: Proceedings xxx (xxxx) xxx
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Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes Gourav Goel, S.N. Sachdeva Civil Engineering Department, NIT, Kurukshetra, India
a r t i c l e
i n f o
Article history: Received 17 December 2019 Accepted 20 January 2020 Available online xxxx Keywords: Tensile strength ratio Moisture susceptibility Indirect tensile strength Hydrated lime Organosilane based adhesion promoter
a b s t r a c t This study emphasis on determining the tensile strength ratio (TSR) of bituminous concrete (BC) mixes to check their moisture susceptibility. Two types of bitumen VG30 and CRMB55 were used for preparing the BC mixes. Indirect tensile strength (ITS) test was performed as per AASHTO T283 standard on BC mixes. BC mixes were subjected to multiple freeze-thaw cycles to examine the effect of increased adverse conditions. It was noticed that BC mixes prepared with VG30 bitumen failed to meet the 80% TSR value criteria. However, BC mixes prepared with CRMB55 bitumen exhibited superior resistance to moisture damage. Hydrated lime and organosilane based adhesion promoter (OSAP) has been used as antistripping agents (ASAs) to increase the resistance of BC mixes to moisture damage in this study. The results show that hydrated lime and organosilane based adhesion promoter enhances the performance of BC mixes for multiple freeze-thaw cycles also. The potential of data mining techniques like regression technique for predicting the tensile strength ratio (TSR) have also been explored for developing model for the same. Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Innovative Advancement in Engineering & Technology.
1. Introduction Determining the adhesion of bituminous mixes in road pavements has been an area of effective investigation for a very lengthy period starting in the early 1900s [1]. Road builders in the late 1800s would not only test the consistency of bitumen but they also used to check its stickiness by chewing on it, the bitumen sticking to their teeth passed the test [2]. Few globally accepted tests are Indirect Tensile strength test, Lottman Test, Tunnicliff-Root Test, Marshall Stability Test, Pull out test, Creep test, etc. These tests use stability/strength value of conditioned and unconditioned samples of bituminous mixes to correlate with the moisture susceptibility. In India, MORTH [3] has specified AASHTO- T283 for use in the design of bituminous mixes. Lottman et al. [4] evaluated indirect tensile strength (ITS) of Marshall Specimens for both conditioned sample and unconditioned samples. Modified Lottman Test (AASHTO T283) was rated as the most appropriate test method available at the present time to detect moisture damage in HMA mixes [5]. ITS test is used all over the world to indicate resistance against loss of adhesion [1,6].
Performance of pavement depends significantly upon the climate condition, patterns and trends. With proper forecasting of climatic conditions, concerned department can predict the effect of change in climate on pavement structures [7]. Due to temperature variation in day to night and seasonal variation thermal expansion and contraction is caused. Thermal fatigue cracks can be caused by these temperature variations. Continuous cycles of daily and yearly temperature variations can cause severe damage to the pavements. Islam and Tarefder [8] conducted beam fatigue tests to study effect of temperature variation and concluded that thermal fatigue damage should also be considered while designing bituminous pavements. Lu and Harvey [9] also performed fatigue beam tests and concluded that temperature of conditioning also affects the moisture resistance of asphalt mixes. Significant increase in moisture damage in untreated mixes is observed at high temperature. Lin et al. [10] in their study observed that TSR value of bituminous mixes decreases with the increase in the number of multiple freeze-thaw cycles. Mohd Hasan et al. [11] concluded that that mixtures containing hydrated lime passes minimum requirement of 0.80 TSR by AASHTO T283 but samples fail after two or more
https://doi.org/10.1016/j.matpr.2020.01.375 2214-7853/Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Innovative Advancement in Engineering & Technology.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx
Alcohol (25–27%) and Ethylene Glycol (3–5%). Tables 1 and 2 summarizes the properties of aggregate and bitumen binder used for the bituminous mixes.
freeze-thaw cycles. As moisture damage can lead to complete collapse of pavement, it brings out the need for using materials and anti-stripping agents which can increase the resistance of bituminous pavements against moisture damage. Bitumen gives controlled flexibility to a mixture of mineral aggregates and is used for paving road [12]. High viscosity binder offers higher resistance to moisture damage [13]. Kumar et al. [14] in their study used two types of bitumen grade 80/100 and 60/70 and found that tensile strength of stiffer bitumen grade 60/70 was more as compared to 80/100 bitumen grade. Habeeb, Chandra and Nashaat [15] concluded that the mixes with PMB40 had better TSR values than those with VG-30. Also, BC mixes exhibited higher TSR values than the DBM mixes. Several anti-stripping agents like lime, Portland cement, chemical compounds, nano-materials have been suggested and used in the past [16]. Hydrated lime has been used all over the world in bituminous mixes and it has been found to reduce stripping value considerably. Hydrated lime was found to be effective in reducing the moisture susceptibility of mixes in the laboratory [9]. Ziari et al. [17] used OSAP in their study and they observed that due to silane based additive a hydrophobic layer is created which improves the resistance of aggregate-bitumen mix against moisture damage. Another group of adhesion promoters is represented by organosilanes-based adhesion promoters (OSAPs) R1Si(OR)3 possessing a hydrocarbon chain with affinity for bitumen and a polar silane end group with an affinity for inorganic surface [18]. Goel and Sachdeva [19] used OSAP as ASA in their study for improving the moisture susceptibility of the BC mixes by subjecting the samples to multiple conditioning cycles and found that TSR values were more than 80%. In this study hydrated lime and oraganosilane based adhesion promoter (OSAP) has been used as ASAs to determine its effect on resistance of bituminous mixes against moisture damage.
2.2. Gradation of aggregate Bituminous Concrete (BC) grading-type 2 was adopted as per MORTH specifications. The gradation of aggregate is shown in Fig. 1. The mixes were prepared with optimum bitumen content (OBC) of 5.4% bitumen content determined from job mix formula that satisfied the minimum stability and % air voids condition as per MORTH specifications [3]. 2.3. Testing approach For evaluation of moisture sensitivity of bituminous mix there are number of methods available like stripping test, indirect tensile strength procedures etc. The most common indirect tensile strength procedures are AASHTO T283, ASTM D4867 and WSDOT Test Method T718 [27]. In this study indirect tensile strength of BC mixes was evaluated by AASHTO T283 [28]. A minimum of 06 Marshall Samples were prepared and then separated into two subsets- a conditioned subset and an unconditioned subset (or control subset). For unconditioned dry subset, the samples were placed in an air bath for 2 h conditioning at 25 °C. For conditioned subset, samples were kept for 24 h at 60 °C followed by 2 h conditioning at 25 °C. For freeze-thaw cycle samples wrapped in plastic bags are placed in a freezer at a temperature of 18 ± 3 °C for 24 h and then after removing plastic bag samples are kept in water bath for 24 h at 60 °C followed by 2 h conditioning at 25 °C. Fig. 2 shows the ITS testing apparatus with Marshall Sample. Fig. 3 shows broken sample after performing ITS test. The ITS value of the specimen was calculated using Eq. (1).
ITS ¼ 2000P=p DT
2. Material and lab work
ð1Þ
where, P = load at failure, N, D and T = Mean diameter and height of the specimen, mm. The TSR value is calculated using Eq. (2).
2.1. Material Aggregate of different nominal sizes 20 mm, 10 mm, 6 mm and stone dust; bitumen binder VG30 and CRMB55 [20]; and two antistripping agents were used as constituent materials for preparing the Marshall’s samples of BC mixes. Hydrated lime of bulk specific gravity 2.2 was used in this study. Organosilanes-based Adhesion Promoter (OSAP) like zycotherm is a revolutionary nano-material is added nowadays to improve the strength and other properties like penetration, ductility and resistance to moisture damage of the pavement. Based on suggested dosage by its manufacturers [21], the additive content used in this study was 0.05% and 0.075 by weight of bitumen. Mixing of OSAP in bitumen was performed in the laboratory by stirring it for 15–20 min. The blend was prepared at a temperature of 145–150 °C. OSAP consists of Hydroxyalkyl-alkoxy-alkylsilyl compounds (65–70%), Benzyl
TSR; % ¼ 100 ðAverage ITS of conditioned sample =Average ITS of unconditioned sampleÞ
ð2Þ
3. Results and discussion 3.1. Indirect tensile strength (ITS) Results of ITS test performed on unconditioned BC mixes prepared with VG30 and CRMB55 bitumen with and without the anti-stripping agents (ASAs) are given in Table 3. Table 3 also presents the results for indirect tensile strength (ITS) of the BC mixes under multiple freeze-thaw cycle respectively. The freeze-thaw
Table 1 Properties of aggregate for BC mixes. Parameter
Standard
Water absorption Aggregate Impact Value Los Angeles Abrasion Value Combined Flakiness and Elongation Index
IS:2386 IS:2386 IS:2386 IS:2386
Bulk Specific Gravity (Coarse Aggregate)
Bulk Specific Gravity (Fine Aggregate)
20 mm 10 mm 20 mm 10 mm 6 mm Stone Dust
Part Part Part Part
III [22] IV [23] IV [23] I [24]
Specification as per MORTH [3] (%)
Observed Result (%)
Max Max Max Max
1.04 18.7 23.2 24.3 26.2 2.695 2.690 2.670 2.620
IS:2386 Part III [22]
–
IS:2386 Part III [22]
–
2 24 30 35
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx Table 2 Properties of Bitumen Binder. Properties
VG30
Penetration @ 25 °C, 100 g, 5 s, 0.1 mm Softening Point (R&B), °C, Min Absolute Viscosity, Poise Flash point (Cleveland Open Cup), °C, Min Ductility value at 25 °C, cm, Min Specific Gravity, at 27 °C (min)
CRMB55
Specification as per IS: 73: 2013 [25]
Observed Result
Specification as per IRC: SP: 53-2010 [26]
Observed Result
45–60 47 2400–3600 (@60 °C) 220 40 0.99
58 54 2950 226 43 1.010
50–80 55 (@150 °C) 220 35 0.99
52 57 6 223 39 1.010
Fig. 1. Aggregate gradation adopted for the study.
Fig. 3. Broken specimen.
Fig. 2. Indirect tensile strength test.
cycles were conducted upto 3 cycles. For freeze-thaw cycle, BC mix samples wrapped in plastic bags were placed in a freezer at a temperature of 18 ± 3 °C for 24 h and then after removing plastic bag samples were kept for 24 h at 60 °C followed by 2 h conditioning at 25 °C. The indirect tensile strength of conditioned sample was tested at the end of 2nd and 3rd cycle also so as to determine the effect of increase in immersion time on indirect tensile strength of mixes. Fig. 4 shows the ITS values of unconditioned BC mixes. It is clear that ITS value for BC mixes prepared with CRMB55 bitumen is more as compared to VG30 bitumen for an unconditioned sample. Fig. 4 also shows the effect of using of ASAs on ITS values of
unconditioned BC mixes prepared using both VG30 and CRMB55 bitumen. An increase of about 14.3% and 1.4% in ITS value of VG30 and CRMB55 bitumen BC mixes respectively is observed with the use of hydrated lime. ITS value of VG30 BC mixes increases to about 16.7% and 19.0% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of CRMB55 BC mixes increases to about 0.8% and 6.5% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of VG30 BC mixes increases to about 20.3% and 22.8% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. ITS value of CRMB55 BC mixes increases to about 16.6% and 18.2% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. It is observed that due to higher viscosity, CRMB55 bitumen has better resistance against moisture damage than VG30 bitumen. It is clear from Table 3 that ITS values of conditioned sample under freeze-thaw cycle increases with the use of both ASAs. An increase of about 27.2% and 3.2% in ITS value of VG30 and CRMB55 bitumen BC mixes respectively is observed with the use of hydrated lime. ITS value of VG30 BC mixes increases to about 31.4% and 34.2% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of CRMB55 BC mixes increases to about 7.1% and 15.1 with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of VG30 BC mixes increases to about 35.0% and 41.2% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. ITS value of CRMB55 BC mixes increases to about 22.7% and 28.1% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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Table 3 ITS values of BC mix. Sr. No.
Type/Quantity of the Binder and ASA used in BC mixes
ITS value of unconditioned BC mixes (KPa)
1 2 3 4 5 6 7 8 9 10 11 12
VG30 VG30 with 2% Hydrated lime VG30 with 0.05% OSAP VG30 with 2% Hydrated lime + 0.05% OSAP VG30 with 0.075% OSAP VG30 with 2% Hydrated lime + 0.075% OSAP CRMB55 CRMB55 with 2% Hydrated lime CRMB55 with 0.05% OSAP CRMB55 with 2% Hydrated lime + 0.05% OSAP CRMB55 with 0.075% OSAP CRMB55 with 2% Hydrated lime + 0.075% OSAP
713 832 856 895 880 923 1033 1048 1041 1238 1105 1263
ITS of BC mixes after freeze-thaw cycle 1st
2nd
3rd
503 694 733 774 765 856 879 908 946 1137 1035 1223
482 681 711 755 745 838 852 879 915 1113 995 1197
461 659 692 739 730 827 829 851 887 1089 980 1180
Fig. 4. ITS values of unconditioned BC mixes prepared with ASAs.
Fig. 5. ITS values of the BC mix under multiple freeze-thaw cycle with ASAs.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx Table 4 Tensile Strength Ratio (TSR) of BC mixes after freeze-thaw cycles. Sr. No.
Type/Quantity of the Binder and ASA used in BC mixes
1 2 3 4 5 6 7 8 9 10 11 12
VG30 VG30 with 2% Hydrated lime VG30 with 0.05% OSAP VG30 with 2% Hydrated lime + 0.05% OSAP VG30 with 0.075% OSAP VG30 with 2% Hydrated lime + 0.075% OSAP CRMB55 CRMB55 with 2% Hydrated lime CRMB55 with 0.05% OSAP CRMB55 with 2% Hydrated lime + 0.05% OSAP CRMB55 with 0.075% OSAP CRMB55 with 2% Hydrated lime + 0.075% OSAP
TSR (%) of BC mixes after freeze-thaw cycle 1st
2nd
3rd
70.5 83.4 85.6 86.5 86.9 92.7 85.1 86.6 90.9 91.8 93.7 96.8
67.6 81.9 83.1 84.4 84.7 90.8 82.5 83.9 87.9 89.9 90.0 94.8
64.7 79.2 80.8 82.6 83.0 89.6 80.3 81.2 85.2 88.0 88.7 93.4
Fig. 6. TSR value of the BC mixes under freeze-thaw cycle with ASAs.
Fig. 7. TSR value of the BC mixes under multiple freeze-thaw cycle with ASAs.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx
Table 5 Statistical properties of data for TSR value. Symbol
Input Variable
Minimum
Maximum
Mean
Standard Deviation
B A1 A2 A3 A4 ASA1 ASA2 Cycle
Bitumen Penetration Value Aggregate: 20 mm Aggregate: 10 mm Aggregate: 6 mm Filler: Stone dust Hydrated Lime OSAP Freeze-thaw cycle Output Variable Tensile Strength Ratio
52 12 20 17 49 0 0 1
58 12 20 17 51 2 0.075 3
55 12 20 17 50 1 0.042 2
3.021 0 0 0 1.007 1.007 0.031 0.822
64.7
99.5
86.076
7.127
TSR
Results of ITS values of conditioned sample under multiple freeze-thaw cycle have been tabulated in Table 3 and depicted in Fig. 5. It is observed from Fig. 5 that there is a reduction in ITS values of BC mixes after multiple freeze-thaw cycles. Following observations are noted in ITS values after 1st cycle to 3rd freeze-thaw cycle: The reduction in ITS value for BC mixes prepared with VG30 and CRMB55 bitumen BC mixes is 8.3% and 5.7% respectively. With hydrated lime as ASA, the reduction in ITS value for BC mixes prepared with VG30 and CRMB55 bitumen BC mixes is 5.0% and 6.3% respectively. The reduction in ITS value of VG30 BC mixes is about 5.6% and 4.6% with OSAP dosage value of 0.05% and 0.075% respectively. For CRMB55 BC mixes the reduction in ITS values is 6.2% and 5.3% with OSAP dosage value of 0.05% and 0.075% respectively from 1st cycle to 3rd freeze-thaw cycle. A reduction of about 4.5% and 3.4% in ITS value of conditioned VG30 BC mixes was observed with 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively from 1st cycle to 3rd freeze-thaw cycle. A reduction of about 4.2% and 3.5% in ITS value of conditioned CRMB55 BC mixes was observed with 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively from 1st cycle to 3rd freezethaw cycle. 3.2. Tensile strength ratio (TSR) The results for TSR values after multiple freeze-thaw cycle have been tabled in Table 4 and presented in Fig. 6. A minimum value of 0.80 TSR value for BC mix has been specified according to MORTH guidelines (MoRTH, 2013). It is clear from Fig. 6 that the TSR value for BC mixes prepared with CRMB55 bitumen is more as compared to VG30 bitumen for conditioned sample. The TSR value for plain BC mixes prepared with VG30 is 70.5% which is less than the required limit. An increase of about 15.4% and 1.8% in TSR value of VG30 and CRMB55 bitumen BC mixes respectively is observed with the use of hydrated lime. TSR value of VG30 BC mixes increases to about 16.8% and 20.2% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. TSR value of CRMB55 BC mixes increases to about 17.6% and 18.8% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. TSR value of VG30 BC mixes increases to about 18.4% and 23.9% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. TSR value of CRMB55 BC mixes increases to about 7.3% and 12.1% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. Fig. 7 shows the effect in TSR values of conditioned BC mixes of the VG30 and CRMB55 BC mixes after multiple freeze-thaw cycle with both ASAs. It is observed that TSR values follow the same trend of reduction from the 1st cycle to 3rd cycle in values as followed in the case of conditioned ITS values.
3.3. Prediction of TSR value using regression technique The input and output variables for multiple linear regression model for TSR value are given in Table 5. Regression model for TSR prediction was also generated using excel package of M.S. Office. The values of R2, Adjusted R2 and Standard error by the Regression model are 0.88, 0.86 and 2.60 respectively. Regression model generated for TSR is:
TSR = 260.34 1.04 * B 2.4 * A4 + 153.0 * ASA2 2.25 * Cycle Given the R2, 88% of the variability of the dependent variable TSR is explained by the 5 explanatory variables.
4. Conclusions The study evaluated the effect of use of different binder grade and antistripping agent on ITS and TSR values of BC mixes. The main conclusions drawn from the study are: 1. ITS value of BC mixes prepared with CRMB55 bitumen binder is more as compared to VG30. 2. ITS value and TSR value of BC mixes decreases with the increase in number of freeze-thaw cycles. 3. BC mixes prepared with VG30 failed to meet the minimum requirement of 80% TSR value when used without antistripping agent. 4. VG30 when used with ASAs fulfill the requirement of 80% TSR value for all 3 cycle freeze-thaw except with hydrated lime for 3rd freeze-thaw cycle (TSR value 79.2%). 5. CRMB55 when used with and without ASAs meets the requirement of 80% TSR value for 1st, 2nd and 3rd cycle. 6. However for OSAP dosage of 0.075% the increase is not significant for BC mixes prepared with both bitumen binders which shows that effect of OSAP decreases with the increase in dosage value i.e. 0.05%–0.075%. 7. OSAP has been found to be more effective than hydrated lime in resisting moisture susceptibility of BC mixes. 8. ASAs have been used in this study for improving the moisture susceptibility of the BC mixes by subjecting the samples to multiple freeze-thaw cycles. ASAs have been found to be effective in increasing the resistance of BC mixes against moisture susceptibility. 9. Regression model generated for TSR is in conformity with the pattern of results obtained from laboratory tests.
5. Author statement Authors certify that this research article has been part of their own work and not submitted to or published in any other publication before its appearance in your journal.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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[13] S. Xu et al., Moisture characteristics of mixtures with warm mix asphalt technologies – a review, Constr. Build. Mater. 142 (2017) 148–161. [14] P. Kumar, H.C. Mehndiratta, S. Immadi, Investigation of fiber-modified bituminous mixes, Transp. Res. Board 2126 (2009) 91–99. [15] H. Habeeb, S. Chandra, Y. Nashaat, Estimation of moisture damage and permanent deformation in asphalt mixture from aggregate gradation, KSCE J. Civ. Eng. 18 (6) (2014) 1655–1663. [16] S.A. Abo-Qudais, H. Al-Shweily, Effect of antistripping additives on environmental damage of bituminous mixtures, Build. Environ. 42 (2005) 2929–2938. [17] H. Ziari, P. Mirzababaei, R. Babagoli, Properties of bituminous mixtures modified with a nano-organosilane additive, Pet. Sci. Technol. 34 (4) (2016) 386–393, https://doi.org/10.1080/10916466.2015.1136948. [18] C. Oliviero Rossi et al., Adhesion promoters in bituminous road materials: a review, Appl. Sci. 7 (2017) 524, https://doi.org/10.3390/app7050524. [19] G. Goel, S.N. Sachdeva, Performance of bituminous concrete mixes with modified binder and anti-stripping agent, Indian Highways 47 (9) (2019) 25– 30. [20] ‘‘Bitumen” available at: http://www.iocl.com/Products/Bitumen.aspx. [21] Zydex, Nanotechnology for Asphalt Pavement, 2018, Available at: http:// www.zydexindustries.com. [22] IS: 2386, (Part III), Methods of Test for Aggregates for Concrete-Part 3 Specific Gravity, Density, Voids, Absorption, Bulking, Bureau of Indian Standards India, 1963. [23] IS: 2386, (Part, IV), Methods of Test for Aggregates for Concrete-Part 4, Mechanical Properties, Bureau of Indian Standards India, 1963. [24] IS: 2386, (Part, I), Methods of Test for Aggregates for Concrete-Part 1 Particle Size and Shape, Bureau of Indian Standards India, 1963. [25] IS: 73: 2013, Paving Bitumen – Specification, 2013. [26] IRC: SP: 53-2010, Guidelines on Use of Modified Bitumen in Road Construction. [27] G. Goel, S.N. Sachdeva, Rational evaluation of stripping and its control, JESME 9 (III) (2016) 196–202. [28] AASHTO, T283, Resistance of Compacted Asphalt Mixtures to MoistureInduced Damage, 2014.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes Gourav Goel, S.N. Sachdeva Civil Engineering Department, NIT, Kurukshetra, India
a r t i c l e
i n f o
Article history: Received 17 December 2019 Accepted 20 January 2020 Available online xxxx Keywords: Tensile strength ratio Moisture susceptibility Indirect tensile strength Hydrated lime Organosilane based adhesion promoter
a b s t r a c t This study emphasis on determining the tensile strength ratio (TSR) of bituminous concrete (BC) mixes to check their moisture susceptibility. Two types of bitumen VG30 and CRMB55 were used for preparing the BC mixes. Indirect tensile strength (ITS) test was performed as per AASHTO T283 standard on BC mixes. BC mixes were subjected to multiple freeze-thaw cycles to examine the effect of increased adverse conditions. It was noticed that BC mixes prepared with VG30 bitumen failed to meet the 80% TSR value criteria. However, BC mixes prepared with CRMB55 bitumen exhibited superior resistance to moisture damage. Hydrated lime and organosilane based adhesion promoter (OSAP) has been used as antistripping agents (ASAs) to increase the resistance of BC mixes to moisture damage in this study. The results show that hydrated lime and organosilane based adhesion promoter enhances the performance of BC mixes for multiple freeze-thaw cycles also. The potential of data mining techniques like regression technique for predicting the tensile strength ratio (TSR) have also been explored for developing model for the same. Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Innovative Advancement in Engineering & Technology.
1. Introduction Determining the adhesion of bituminous mixes in road pavements has been an area of effective investigation for a very lengthy period starting in the early 1900s [1]. Road builders in the late 1800s would not only test the consistency of bitumen but they also used to check its stickiness by chewing on it, the bitumen sticking to their teeth passed the test [2]. Few globally accepted tests are Indirect Tensile strength test, Lottman Test, Tunnicliff-Root Test, Marshall Stability Test, Pull out test, Creep test, etc. These tests use stability/strength value of conditioned and unconditioned samples of bituminous mixes to correlate with the moisture susceptibility. In India, MORTH [3] has specified AASHTO- T283 for use in the design of bituminous mixes. Lottman et al. [4] evaluated indirect tensile strength (ITS) of Marshall Specimens for both conditioned sample and unconditioned samples. Modified Lottman Test (AASHTO T283) was rated as the most appropriate test method available at the present time to detect moisture damage in HMA mixes [5]. ITS test is used all over the world to indicate resistance against loss of adhesion [1,6].
Performance of pavement depends significantly upon the climate condition, patterns and trends. With proper forecasting of climatic conditions, concerned department can predict the effect of change in climate on pavement structures [7]. Due to temperature variation in day to night and seasonal variation thermal expansion and contraction is caused. Thermal fatigue cracks can be caused by these temperature variations. Continuous cycles of daily and yearly temperature variations can cause severe damage to the pavements. Islam and Tarefder [8] conducted beam fatigue tests to study effect of temperature variation and concluded that thermal fatigue damage should also be considered while designing bituminous pavements. Lu and Harvey [9] also performed fatigue beam tests and concluded that temperature of conditioning also affects the moisture resistance of asphalt mixes. Significant increase in moisture damage in untreated mixes is observed at high temperature. Lin et al. [10] in their study observed that TSR value of bituminous mixes decreases with the increase in the number of multiple freeze-thaw cycles. Mohd Hasan et al. [11] concluded that that mixtures containing hydrated lime passes minimum requirement of 0.80 TSR by AASHTO T283 but samples fail after two or more
https://doi.org/10.1016/j.matpr.2020.01.375 2214-7853/Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Innovative Advancement in Engineering & Technology.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx
Alcohol (25–27%) and Ethylene Glycol (3–5%). Tables 1 and 2 summarizes the properties of aggregate and bitumen binder used for the bituminous mixes.
freeze-thaw cycles. As moisture damage can lead to complete collapse of pavement, it brings out the need for using materials and anti-stripping agents which can increase the resistance of bituminous pavements against moisture damage. Bitumen gives controlled flexibility to a mixture of mineral aggregates and is used for paving road [12]. High viscosity binder offers higher resistance to moisture damage [13]. Kumar et al. [14] in their study used two types of bitumen grade 80/100 and 60/70 and found that tensile strength of stiffer bitumen grade 60/70 was more as compared to 80/100 bitumen grade. Habeeb, Chandra and Nashaat [15] concluded that the mixes with PMB40 had better TSR values than those with VG-30. Also, BC mixes exhibited higher TSR values than the DBM mixes. Several anti-stripping agents like lime, Portland cement, chemical compounds, nano-materials have been suggested and used in the past [16]. Hydrated lime has been used all over the world in bituminous mixes and it has been found to reduce stripping value considerably. Hydrated lime was found to be effective in reducing the moisture susceptibility of mixes in the laboratory [9]. Ziari et al. [17] used OSAP in their study and they observed that due to silane based additive a hydrophobic layer is created which improves the resistance of aggregate-bitumen mix against moisture damage. Another group of adhesion promoters is represented by organosilanes-based adhesion promoters (OSAPs) R1Si(OR)3 possessing a hydrocarbon chain with affinity for bitumen and a polar silane end group with an affinity for inorganic surface [18]. Goel and Sachdeva [19] used OSAP as ASA in their study for improving the moisture susceptibility of the BC mixes by subjecting the samples to multiple conditioning cycles and found that TSR values were more than 80%. In this study hydrated lime and oraganosilane based adhesion promoter (OSAP) has been used as ASAs to determine its effect on resistance of bituminous mixes against moisture damage.
2.2. Gradation of aggregate Bituminous Concrete (BC) grading-type 2 was adopted as per MORTH specifications. The gradation of aggregate is shown in Fig. 1. The mixes were prepared with optimum bitumen content (OBC) of 5.4% bitumen content determined from job mix formula that satisfied the minimum stability and % air voids condition as per MORTH specifications [3]. 2.3. Testing approach For evaluation of moisture sensitivity of bituminous mix there are number of methods available like stripping test, indirect tensile strength procedures etc. The most common indirect tensile strength procedures are AASHTO T283, ASTM D4867 and WSDOT Test Method T718 [27]. In this study indirect tensile strength of BC mixes was evaluated by AASHTO T283 [28]. A minimum of 06 Marshall Samples were prepared and then separated into two subsets- a conditioned subset and an unconditioned subset (or control subset). For unconditioned dry subset, the samples were placed in an air bath for 2 h conditioning at 25 °C. For conditioned subset, samples were kept for 24 h at 60 °C followed by 2 h conditioning at 25 °C. For freeze-thaw cycle samples wrapped in plastic bags are placed in a freezer at a temperature of 18 ± 3 °C for 24 h and then after removing plastic bag samples are kept in water bath for 24 h at 60 °C followed by 2 h conditioning at 25 °C. Fig. 2 shows the ITS testing apparatus with Marshall Sample. Fig. 3 shows broken sample after performing ITS test. The ITS value of the specimen was calculated using Eq. (1).
ITS ¼ 2000P=p DT
2. Material and lab work
ð1Þ
where, P = load at failure, N, D and T = Mean diameter and height of the specimen, mm. The TSR value is calculated using Eq. (2).
2.1. Material Aggregate of different nominal sizes 20 mm, 10 mm, 6 mm and stone dust; bitumen binder VG30 and CRMB55 [20]; and two antistripping agents were used as constituent materials for preparing the Marshall’s samples of BC mixes. Hydrated lime of bulk specific gravity 2.2 was used in this study. Organosilanes-based Adhesion Promoter (OSAP) like zycotherm is a revolutionary nano-material is added nowadays to improve the strength and other properties like penetration, ductility and resistance to moisture damage of the pavement. Based on suggested dosage by its manufacturers [21], the additive content used in this study was 0.05% and 0.075 by weight of bitumen. Mixing of OSAP in bitumen was performed in the laboratory by stirring it for 15–20 min. The blend was prepared at a temperature of 145–150 °C. OSAP consists of Hydroxyalkyl-alkoxy-alkylsilyl compounds (65–70%), Benzyl
TSR; % ¼ 100 ðAverage ITS of conditioned sample =Average ITS of unconditioned sampleÞ
ð2Þ
3. Results and discussion 3.1. Indirect tensile strength (ITS) Results of ITS test performed on unconditioned BC mixes prepared with VG30 and CRMB55 bitumen with and without the anti-stripping agents (ASAs) are given in Table 3. Table 3 also presents the results for indirect tensile strength (ITS) of the BC mixes under multiple freeze-thaw cycle respectively. The freeze-thaw
Table 1 Properties of aggregate for BC mixes. Parameter
Standard
Water absorption Aggregate Impact Value Los Angeles Abrasion Value Combined Flakiness and Elongation Index
IS:2386 IS:2386 IS:2386 IS:2386
Bulk Specific Gravity (Coarse Aggregate)
Bulk Specific Gravity (Fine Aggregate)
20 mm 10 mm 20 mm 10 mm 6 mm Stone Dust
Part Part Part Part
III [22] IV [23] IV [23] I [24]
Specification as per MORTH [3] (%)
Observed Result (%)
Max Max Max Max
1.04 18.7 23.2 24.3 26.2 2.695 2.690 2.670 2.620
IS:2386 Part III [22]
–
IS:2386 Part III [22]
–
2 24 30 35
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx Table 2 Properties of Bitumen Binder. Properties
VG30
Penetration @ 25 °C, 100 g, 5 s, 0.1 mm Softening Point (R&B), °C, Min Absolute Viscosity, Poise Flash point (Cleveland Open Cup), °C, Min Ductility value at 25 °C, cm, Min Specific Gravity, at 27 °C (min)
CRMB55
Specification as per IS: 73: 2013 [25]
Observed Result
Specification as per IRC: SP: 53-2010 [26]
Observed Result
45–60 47 2400–3600 (@60 °C) 220 40 0.99
58 54 2950 226 43 1.010
50–80 55 (@150 °C) 220 35 0.99
52 57 6 223 39 1.010
Fig. 1. Aggregate gradation adopted for the study.
Fig. 3. Broken specimen.
Fig. 2. Indirect tensile strength test.
cycles were conducted upto 3 cycles. For freeze-thaw cycle, BC mix samples wrapped in plastic bags were placed in a freezer at a temperature of 18 ± 3 °C for 24 h and then after removing plastic bag samples were kept for 24 h at 60 °C followed by 2 h conditioning at 25 °C. The indirect tensile strength of conditioned sample was tested at the end of 2nd and 3rd cycle also so as to determine the effect of increase in immersion time on indirect tensile strength of mixes. Fig. 4 shows the ITS values of unconditioned BC mixes. It is clear that ITS value for BC mixes prepared with CRMB55 bitumen is more as compared to VG30 bitumen for an unconditioned sample. Fig. 4 also shows the effect of using of ASAs on ITS values of
unconditioned BC mixes prepared using both VG30 and CRMB55 bitumen. An increase of about 14.3% and 1.4% in ITS value of VG30 and CRMB55 bitumen BC mixes respectively is observed with the use of hydrated lime. ITS value of VG30 BC mixes increases to about 16.7% and 19.0% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of CRMB55 BC mixes increases to about 0.8% and 6.5% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of VG30 BC mixes increases to about 20.3% and 22.8% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. ITS value of CRMB55 BC mixes increases to about 16.6% and 18.2% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. It is observed that due to higher viscosity, CRMB55 bitumen has better resistance against moisture damage than VG30 bitumen. It is clear from Table 3 that ITS values of conditioned sample under freeze-thaw cycle increases with the use of both ASAs. An increase of about 27.2% and 3.2% in ITS value of VG30 and CRMB55 bitumen BC mixes respectively is observed with the use of hydrated lime. ITS value of VG30 BC mixes increases to about 31.4% and 34.2% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of CRMB55 BC mixes increases to about 7.1% and 15.1 with the use of OSAP with dosage value of 0.05% and 0.075% respectively. ITS value of VG30 BC mixes increases to about 35.0% and 41.2% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. ITS value of CRMB55 BC mixes increases to about 22.7% and 28.1% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx
Table 3 ITS values of BC mix. Sr. No.
Type/Quantity of the Binder and ASA used in BC mixes
ITS value of unconditioned BC mixes (KPa)
1 2 3 4 5 6 7 8 9 10 11 12
VG30 VG30 with 2% Hydrated lime VG30 with 0.05% OSAP VG30 with 2% Hydrated lime + 0.05% OSAP VG30 with 0.075% OSAP VG30 with 2% Hydrated lime + 0.075% OSAP CRMB55 CRMB55 with 2% Hydrated lime CRMB55 with 0.05% OSAP CRMB55 with 2% Hydrated lime + 0.05% OSAP CRMB55 with 0.075% OSAP CRMB55 with 2% Hydrated lime + 0.075% OSAP
713 832 856 895 880 923 1033 1048 1041 1238 1105 1263
ITS of BC mixes after freeze-thaw cycle 1st
2nd
3rd
503 694 733 774 765 856 879 908 946 1137 1035 1223
482 681 711 755 745 838 852 879 915 1113 995 1197
461 659 692 739 730 827 829 851 887 1089 980 1180
Fig. 4. ITS values of unconditioned BC mixes prepared with ASAs.
Fig. 5. ITS values of the BC mix under multiple freeze-thaw cycle with ASAs.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx Table 4 Tensile Strength Ratio (TSR) of BC mixes after freeze-thaw cycles. Sr. No.
Type/Quantity of the Binder and ASA used in BC mixes
1 2 3 4 5 6 7 8 9 10 11 12
VG30 VG30 with 2% Hydrated lime VG30 with 0.05% OSAP VG30 with 2% Hydrated lime + 0.05% OSAP VG30 with 0.075% OSAP VG30 with 2% Hydrated lime + 0.075% OSAP CRMB55 CRMB55 with 2% Hydrated lime CRMB55 with 0.05% OSAP CRMB55 with 2% Hydrated lime + 0.05% OSAP CRMB55 with 0.075% OSAP CRMB55 with 2% Hydrated lime + 0.075% OSAP
TSR (%) of BC mixes after freeze-thaw cycle 1st
2nd
3rd
70.5 83.4 85.6 86.5 86.9 92.7 85.1 86.6 90.9 91.8 93.7 96.8
67.6 81.9 83.1 84.4 84.7 90.8 82.5 83.9 87.9 89.9 90.0 94.8
64.7 79.2 80.8 82.6 83.0 89.6 80.3 81.2 85.2 88.0 88.7 93.4
Fig. 6. TSR value of the BC mixes under freeze-thaw cycle with ASAs.
Fig. 7. TSR value of the BC mixes under multiple freeze-thaw cycle with ASAs.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
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G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx
Table 5 Statistical properties of data for TSR value. Symbol
Input Variable
Minimum
Maximum
Mean
Standard Deviation
B A1 A2 A3 A4 ASA1 ASA2 Cycle
Bitumen Penetration Value Aggregate: 20 mm Aggregate: 10 mm Aggregate: 6 mm Filler: Stone dust Hydrated Lime OSAP Freeze-thaw cycle Output Variable Tensile Strength Ratio
52 12 20 17 49 0 0 1
58 12 20 17 51 2 0.075 3
55 12 20 17 50 1 0.042 2
3.021 0 0 0 1.007 1.007 0.031 0.822
64.7
99.5
86.076
7.127
TSR
Results of ITS values of conditioned sample under multiple freeze-thaw cycle have been tabulated in Table 3 and depicted in Fig. 5. It is observed from Fig. 5 that there is a reduction in ITS values of BC mixes after multiple freeze-thaw cycles. Following observations are noted in ITS values after 1st cycle to 3rd freeze-thaw cycle: The reduction in ITS value for BC mixes prepared with VG30 and CRMB55 bitumen BC mixes is 8.3% and 5.7% respectively. With hydrated lime as ASA, the reduction in ITS value for BC mixes prepared with VG30 and CRMB55 bitumen BC mixes is 5.0% and 6.3% respectively. The reduction in ITS value of VG30 BC mixes is about 5.6% and 4.6% with OSAP dosage value of 0.05% and 0.075% respectively. For CRMB55 BC mixes the reduction in ITS values is 6.2% and 5.3% with OSAP dosage value of 0.05% and 0.075% respectively from 1st cycle to 3rd freeze-thaw cycle. A reduction of about 4.5% and 3.4% in ITS value of conditioned VG30 BC mixes was observed with 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively from 1st cycle to 3rd freeze-thaw cycle. A reduction of about 4.2% and 3.5% in ITS value of conditioned CRMB55 BC mixes was observed with 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively from 1st cycle to 3rd freezethaw cycle. 3.2. Tensile strength ratio (TSR) The results for TSR values after multiple freeze-thaw cycle have been tabled in Table 4 and presented in Fig. 6. A minimum value of 0.80 TSR value for BC mix has been specified according to MORTH guidelines (MoRTH, 2013). It is clear from Fig. 6 that the TSR value for BC mixes prepared with CRMB55 bitumen is more as compared to VG30 bitumen for conditioned sample. The TSR value for plain BC mixes prepared with VG30 is 70.5% which is less than the required limit. An increase of about 15.4% and 1.8% in TSR value of VG30 and CRMB55 bitumen BC mixes respectively is observed with the use of hydrated lime. TSR value of VG30 BC mixes increases to about 16.8% and 20.2% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. TSR value of CRMB55 BC mixes increases to about 17.6% and 18.8% with the use of OSAP with dosage value of 0.05% and 0.075% respectively. TSR value of VG30 BC mixes increases to about 18.4% and 23.9% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. TSR value of CRMB55 BC mixes increases to about 7.3% and 12.1% with the use of 2% hydrated lime + 0.05% OSAP and 2% hydrated lime + 0.075% OSAP respectively. Fig. 7 shows the effect in TSR values of conditioned BC mixes of the VG30 and CRMB55 BC mixes after multiple freeze-thaw cycle with both ASAs. It is observed that TSR values follow the same trend of reduction from the 1st cycle to 3rd cycle in values as followed in the case of conditioned ITS values.
3.3. Prediction of TSR value using regression technique The input and output variables for multiple linear regression model for TSR value are given in Table 5. Regression model for TSR prediction was also generated using excel package of M.S. Office. The values of R2, Adjusted R2 and Standard error by the Regression model are 0.88, 0.86 and 2.60 respectively. Regression model generated for TSR is:
TSR = 260.34 1.04 * B 2.4 * A4 + 153.0 * ASA2 2.25 * Cycle Given the R2, 88% of the variability of the dependent variable TSR is explained by the 5 explanatory variables.
4. Conclusions The study evaluated the effect of use of different binder grade and antistripping agent on ITS and TSR values of BC mixes. The main conclusions drawn from the study are: 1. ITS value of BC mixes prepared with CRMB55 bitumen binder is more as compared to VG30. 2. ITS value and TSR value of BC mixes decreases with the increase in number of freeze-thaw cycles. 3. BC mixes prepared with VG30 failed to meet the minimum requirement of 80% TSR value when used without antistripping agent. 4. VG30 when used with ASAs fulfill the requirement of 80% TSR value for all 3 cycle freeze-thaw except with hydrated lime for 3rd freeze-thaw cycle (TSR value 79.2%). 5. CRMB55 when used with and without ASAs meets the requirement of 80% TSR value for 1st, 2nd and 3rd cycle. 6. However for OSAP dosage of 0.075% the increase is not significant for BC mixes prepared with both bitumen binders which shows that effect of OSAP decreases with the increase in dosage value i.e. 0.05%–0.075%. 7. OSAP has been found to be more effective than hydrated lime in resisting moisture susceptibility of BC mixes. 8. ASAs have been used in this study for improving the moisture susceptibility of the BC mixes by subjecting the samples to multiple freeze-thaw cycles. ASAs have been found to be effective in increasing the resistance of BC mixes against moisture susceptibility. 9. Regression model generated for TSR is in conformity with the pattern of results obtained from laboratory tests.
5. Author statement Authors certify that this research article has been part of their own work and not submitted to or published in any other publication before its appearance in your journal.
Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375
G. Goel, S.N. Sachdeva / Materials Today: Proceedings xxx (xxxx) xxx
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Please cite this article as: G. Goel and S. N. Sachdeva, Effect of hydrated lime and organosilane based adhesion promoters on performance of bituminous concrete mixes, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2020.01.375