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Improvement for internal friction angle of Bangkok sand by bio-cementation process and hemp fiber
Available online at www.sciencedirect.com
ScienceDirect Materials Today: Proceedings 5 (2018) 14818–14823
www.materialstoday.com/proceedings
ICAPMA_2017
Improvement for internal friction angle of Bangkok sand by bio-cementation process and hemp fiber Keeratikan Piriyakula,*, Janjit Iamchaturapatra, Gemmina Di Emidiob a
Center of Excellence in Structural Dynamics and Urban Management, Department of Civil and Environmental Engineering Technology, College of Industrial Technology, King Mongkut’s University of Technology North Bangkok, 1518 Pracharat 1 Road,Wongsawang, Bangsue, Bangkok 10800, Thailand b Laboratory of Geotechnics, Ghent University, Technologiepark,Zwijnaarde 905, 9052 Zwijnaarde, Belgium
Abstract This research studied on the improvement of Bangkok sand cohesion by using the bio-cementation process and hemp fiber. This bio-cementation process produced the calcium carbonate (CaCO3) to bind the Bangkok sand particles. The research performed the direct shear test on three Bangkok sand samples; the dry Bangkok sand sample, the Bangkok sand sample treated with the bio-cementation process and the Bangkok sand sample treated with the bio-cementation process and the hemp fiber. The hemp fiber was added to the Bangkok sand sample at 2.5% by volume. The test results showed that the cohesion of the dry Bangkok sand sample treated with the bio-cementation process comparing with dry Bangkok sand was increased 78% while the cohesion of the dry Bangkok sand sample treated with the bio-cementation process and hemp fiber was increased 101%. © 2018 Elsevier Ltd. All rights reserved. Selection and/or Peer-review under responsibility of 3rd International Conference on Applied Physics and Materials Applications. Keywords: Bio-cementation process; Hemp fiber; Cohesion
1. Introduction Up to now, there were many studies on the ground improvement techniques. Most of these studies used the Portland cement to improve the engineering properties of the ground. However, there were some researches focused on the use of natural products. A bio-mediated soil improvement system was described in [1]. The new ground reinforcement techniques were being developed based on microbially induced carbonate precipitation as described
* Corresponding author. Tel.: +662-555-2000 ext. 6511; fax: +662- 587-6930. E-mail address: [email protected] 2214-7853 © 2018 Elsevier Ltd. All rights reserved. Selection and/or Peer-review under responsibility of 3rd International Conference on Applied Physics and Materials Applications.
K. Piriyakl et al./ Materials Today: Proceedings 5 (2018) 14818–14823
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by [2]. The applications of micro-organisms to geotechnical engineering for bioclogging and bio-cementation of soil in situ was described in [3, 4]. The natural products such as the bio-cementation process were used to product the calcium carbonate (CaCO3). This bio-cementation process used the nonpathogenic organisms which did not cause disease, harm or death to another organism. These nonpathogenic organisms induced the calcium carbonate when they were in the medium contained with the urea (CO(NH2)2 and the calcium ion (Ca2+). Therefore this biocementation process was an environmental friendly method for ground improvement and it has also low-energy input.
Fig. 1. Bio-cementation process after [5].
Fig. 1 showed the bio-cementation process which formed the CaCO3 between the sand particles. The nonpathogenic organisms produced an enzyme urease that hydrolyzed CO(NH2)2 to ammonium (NH4+) and carbonate (CO32-). The ammonium production resulted on the increase of pH and the CaCO3 formation which bound the sand particles. Many studies found that this bio-cementation process could be used to improve the engineering properties of porous materials [1, 3-6]. 2. Experimental methods 2.1. Bio-cement sand reactors (BSRs) The BSRs were used the crystal clear plastic boxes with 80mm in width, 80mm in length and 80 mm in height. The Bangkok sand was collected at the KMUTNB campus. This Bangkok sand samples were passed sieve no. 100 and retained on the sieve no.200. BSRs were filled with sieved Bangkok sand with an approximate height of 40 mm (Fig. 2) and poured with 300 mL of solution. This solution contained 250 mM of CO(NH2)2 and 250mM of Ca2+ (by CaCl2) with the urease concentrations of 20% (v/v). The bio-cementation process was performed at the ambient condition of 25 ± 2 oC average room temperature. All BSRs were kept constantly the solution level by adding the DIW. The solution was measured the pH by a pH meter as seen in Fig.2. Then, the effluent water was taken and
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K. Piriyakul et al./ Materials Today: Proceedings 5 (2018) 14818–14823
analyzed for NH4+ production according to the procedures of Standard Methods for the Examination of Water and Wastewater [7].
Fig. 2. Bio-cementation reactor.
2.2. Hemp fiber The natural fiber was used in this research was hemp fiber. This hemp fiber has been used widely all over history, with industrial production ranging from rope to fabrics. Hemp was often used to make sacks. So, hemp fibers were cut from industrial hemp sacks. Fig. 3 showed hemp fiber which is approximately cut with 1 cm in length and dried in the oven with 80 oC for 24 hours. The research used hemp fiber of 2.5% by volume. This optimum amount of hemp fiber was found by [8].
Fig. 3. Hemp fiber.
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2.3. Direct shear test The direct shear test used to determine the shear strength parameters of soil as shown in Fig. 4. The direct shear test was carried out on three types of Bangkok sand samples; the dry Bangkok sand, the Bangkok sand treated with the bio-cementation process and the Bangkok sand treated with the bio-cementation process and the hemp fiber. Five samples of each Bangkok sand type were tested. The Bangkok sand samples were placed in a cubic shear box composed of an upper and lower box. The limit between the two parts of the box is approximately at the mid height of the sample. The Bangkok sand samples were subjected to a controlled normal stress of 2, 4, 6, 8 and 10 T/m2 and the upper part of the Bangkok sand samples was pulled laterally at a controlled strain rate of 0.5 mm/min until each Bangkok sand sample was failed. The applied lateral load and the induced strain are recorded at given internals. These measurements were then used to plot the stress-strain curve of the sample during the loading for the given normal stress. Then, the shear strength parameters of Bangkok sand were calculated from Eq.1. τ = σ.tan + C
(1)
where τ is the shear stress, σ is the normal stress, is the internal friction angle and C is the cohesion.
Fig. 4. Direct shear test apparatus.
3. Results and discussion 3.1. Direct shear test results
Fig. 5. Direct shear test results.
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Direct Shear Test Results. Fig. 5 showed the direct shear test results of Bangkok sand samples by using Eq. 1. This shear strength was the function of the internal friction angle, and the cohesion, C. The research found the cohesions of dry Bangkok sand sample, Bangkok sand sample treated with bio-cementation process and Bangkok sand sample treated with bio-cementation process and hemp fiber were 0.8885 T/m2, 1.5878 T/m2 and 1.7887 T/m2 respectively which showed that the cohesion was increased 78% and 101%. However, the internal friction angle of dry Bangkok sand sample, Bangkok sand treated with bio-cementation process and Bangkok sand treated with biocementation process and hemp fiber were 32.85o, 31.79o and 34.96o respectively which showed that there was no significant effect on the internal friction angle. These results of the internal friction angle were between 30o-36o which was the medium sand. 3.2. Solution pH Fig. 6a showed the change of pH in BSRs as the function of time at UR dosages of 20% (v/v). The pH of the solution was increased and then was constant after 3 days because of the degradation of (CO(NH2)2 which produced OH- and CO32-. In the similar way, NH4+production was done after 4 days confirming the bio-cementation process was finished after 4 days as shown in Fig. 6b.
Fig. 6. bio-cementation process: (a) Change of pH and (b) NH4+production.
3.3. X-ray diffractogram (XRD) Fig. 7 showed the XRD results. The blue line showed the XRD result of the calcium carbonate which has the peak at about 27 degree and 38 degree. The symbol “●” indicated the precipitated CaCO3. The red line was the XRD result of the dry Bangkok sand and the symbol “▲” indicated their peaks. There were no peaks of calcium carbonate on the red line. Then, the green line showed the XRD result of the Bangkok sand treated by bio-cementation process. Here, again the XRD result showed the peaks of calcium carbonate confirming the bio-cementation process was occurred through the Bangkok sand sample. 4. Conclusion The cohesion of Bangkok sand could be improved by using the bio-cementation process and hemp fiber. The biocementation process was an environmental friendly method and required low energy input. This bio-cementation process was fast and finished within a week after using UR dosage of 20%(v/v). The cohesion of the Bangkok sand sample treated with the bio-cementation process was increased to 78% higher than the result of the dry Bangkok sand sample. Furthermore, the cohesion of the Bangkok sand sample treated with the bio-cementation process and
K. Piriyakl et al./ Materials Today: Proceedings 5 (2018) 14818–14823
14823
hemp fiber of 2.5% by volume was increased to 101% higher than the result of the dry Bangkok sand sample while there was no significant effect on the internal friction angle.
Fig. 7. XRD results.
Acknowledgements This research was funded by King Mongkut’s University of Technology North Bangkok. Contact no. KMUTNBGEN-57-47. References [1] J.T. De Jong, B.M. Mortensen, B.C. Martinez, D.C. Nelson, J. Ecological Engineering 36 (2010) 197-210. [2] L.A. van Paassen, C.M. Daza, M. Staal, D.Y. Sorokin, W. van der Zon, M.C.M. van Loosdrecht, J. Ecological Engineering 36 (2010) 168175. [3] V.S. Whiffin, J.W.M. Lambert, C.C.D. Van Ree, J. Geo-Strata - Geo Institute of ASCE 5 (2005), 13-16. [4] V. Ivanov, J. Chu, J. Reviews in Environmental Science and Biotechnology 7 (2008), 139-153. [5] K. Piriyakul, J. Iamchaturapatr, J. Industrial Technology 9 (2013) 1-21. [6] T. Ketklin, K. Piriyakul, J. Iamchaturapatr: The Annual Concrete Conference 9, Phitsanulok, 2013, pp.1-6. [7] APHA, AWWA, WEF, in: Standard Methods for the Examination of Water and Wastewater (22nd Eds.), Washington, DC: American Public Health Association, American Water Work Association and Water Environment Federation, 2012. [8] K. Piriyakul, in: KMUTNB General Research Report No. KMUTNB-GEN-57-47, 2014.
ScienceDirect Materials Today: Proceedings 5 (2018) 14818–14823
www.materialstoday.com/proceedings
ICAPMA_2017
Improvement for internal friction angle of Bangkok sand by bio-cementation process and hemp fiber Keeratikan Piriyakula,*, Janjit Iamchaturapatra, Gemmina Di Emidiob a
Center of Excellence in Structural Dynamics and Urban Management, Department of Civil and Environmental Engineering Technology, College of Industrial Technology, King Mongkut’s University of Technology North Bangkok, 1518 Pracharat 1 Road,Wongsawang, Bangsue, Bangkok 10800, Thailand b Laboratory of Geotechnics, Ghent University, Technologiepark,Zwijnaarde 905, 9052 Zwijnaarde, Belgium
Abstract This research studied on the improvement of Bangkok sand cohesion by using the bio-cementation process and hemp fiber. This bio-cementation process produced the calcium carbonate (CaCO3) to bind the Bangkok sand particles. The research performed the direct shear test on three Bangkok sand samples; the dry Bangkok sand sample, the Bangkok sand sample treated with the bio-cementation process and the Bangkok sand sample treated with the bio-cementation process and the hemp fiber. The hemp fiber was added to the Bangkok sand sample at 2.5% by volume. The test results showed that the cohesion of the dry Bangkok sand sample treated with the bio-cementation process comparing with dry Bangkok sand was increased 78% while the cohesion of the dry Bangkok sand sample treated with the bio-cementation process and hemp fiber was increased 101%. © 2018 Elsevier Ltd. All rights reserved. Selection and/or Peer-review under responsibility of 3rd International Conference on Applied Physics and Materials Applications. Keywords: Bio-cementation process; Hemp fiber; Cohesion
1. Introduction Up to now, there were many studies on the ground improvement techniques. Most of these studies used the Portland cement to improve the engineering properties of the ground. However, there were some researches focused on the use of natural products. A bio-mediated soil improvement system was described in [1]. The new ground reinforcement techniques were being developed based on microbially induced carbonate precipitation as described
* Corresponding author. Tel.: +662-555-2000 ext. 6511; fax: +662- 587-6930. E-mail address: [email protected] 2214-7853 © 2018 Elsevier Ltd. All rights reserved. Selection and/or Peer-review under responsibility of 3rd International Conference on Applied Physics and Materials Applications.
K. Piriyakl et al./ Materials Today: Proceedings 5 (2018) 14818–14823
14819
by [2]. The applications of micro-organisms to geotechnical engineering for bioclogging and bio-cementation of soil in situ was described in [3, 4]. The natural products such as the bio-cementation process were used to product the calcium carbonate (CaCO3). This bio-cementation process used the nonpathogenic organisms which did not cause disease, harm or death to another organism. These nonpathogenic organisms induced the calcium carbonate when they were in the medium contained with the urea (CO(NH2)2 and the calcium ion (Ca2+). Therefore this biocementation process was an environmental friendly method for ground improvement and it has also low-energy input.
Fig. 1. Bio-cementation process after [5].
Fig. 1 showed the bio-cementation process which formed the CaCO3 between the sand particles. The nonpathogenic organisms produced an enzyme urease that hydrolyzed CO(NH2)2 to ammonium (NH4+) and carbonate (CO32-). The ammonium production resulted on the increase of pH and the CaCO3 formation which bound the sand particles. Many studies found that this bio-cementation process could be used to improve the engineering properties of porous materials [1, 3-6]. 2. Experimental methods 2.1. Bio-cement sand reactors (BSRs) The BSRs were used the crystal clear plastic boxes with 80mm in width, 80mm in length and 80 mm in height. The Bangkok sand was collected at the KMUTNB campus. This Bangkok sand samples were passed sieve no. 100 and retained on the sieve no.200. BSRs were filled with sieved Bangkok sand with an approximate height of 40 mm (Fig. 2) and poured with 300 mL of solution. This solution contained 250 mM of CO(NH2)2 and 250mM of Ca2+ (by CaCl2) with the urease concentrations of 20% (v/v). The bio-cementation process was performed at the ambient condition of 25 ± 2 oC average room temperature. All BSRs were kept constantly the solution level by adding the DIW. The solution was measured the pH by a pH meter as seen in Fig.2. Then, the effluent water was taken and
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K. Piriyakul et al./ Materials Today: Proceedings 5 (2018) 14818–14823
analyzed for NH4+ production according to the procedures of Standard Methods for the Examination of Water and Wastewater [7].
Fig. 2. Bio-cementation reactor.
2.2. Hemp fiber The natural fiber was used in this research was hemp fiber. This hemp fiber has been used widely all over history, with industrial production ranging from rope to fabrics. Hemp was often used to make sacks. So, hemp fibers were cut from industrial hemp sacks. Fig. 3 showed hemp fiber which is approximately cut with 1 cm in length and dried in the oven with 80 oC for 24 hours. The research used hemp fiber of 2.5% by volume. This optimum amount of hemp fiber was found by [8].
Fig. 3. Hemp fiber.
K. Piriyakl et al./ Materials Today: Proceedings 5 (2018) 14818–14823
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2.3. Direct shear test The direct shear test used to determine the shear strength parameters of soil as shown in Fig. 4. The direct shear test was carried out on three types of Bangkok sand samples; the dry Bangkok sand, the Bangkok sand treated with the bio-cementation process and the Bangkok sand treated with the bio-cementation process and the hemp fiber. Five samples of each Bangkok sand type were tested. The Bangkok sand samples were placed in a cubic shear box composed of an upper and lower box. The limit between the two parts of the box is approximately at the mid height of the sample. The Bangkok sand samples were subjected to a controlled normal stress of 2, 4, 6, 8 and 10 T/m2 and the upper part of the Bangkok sand samples was pulled laterally at a controlled strain rate of 0.5 mm/min until each Bangkok sand sample was failed. The applied lateral load and the induced strain are recorded at given internals. These measurements were then used to plot the stress-strain curve of the sample during the loading for the given normal stress. Then, the shear strength parameters of Bangkok sand were calculated from Eq.1. τ = σ.tan + C
(1)
where τ is the shear stress, σ is the normal stress, is the internal friction angle and C is the cohesion.
Fig. 4. Direct shear test apparatus.
3. Results and discussion 3.1. Direct shear test results
Fig. 5. Direct shear test results.
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K. Piriyakul et al./ Materials Today: Proceedings 5 (2018) 14818–14823
Direct Shear Test Results. Fig. 5 showed the direct shear test results of Bangkok sand samples by using Eq. 1. This shear strength was the function of the internal friction angle, and the cohesion, C. The research found the cohesions of dry Bangkok sand sample, Bangkok sand sample treated with bio-cementation process and Bangkok sand sample treated with bio-cementation process and hemp fiber were 0.8885 T/m2, 1.5878 T/m2 and 1.7887 T/m2 respectively which showed that the cohesion was increased 78% and 101%. However, the internal friction angle of dry Bangkok sand sample, Bangkok sand treated with bio-cementation process and Bangkok sand treated with biocementation process and hemp fiber were 32.85o, 31.79o and 34.96o respectively which showed that there was no significant effect on the internal friction angle. These results of the internal friction angle were between 30o-36o which was the medium sand. 3.2. Solution pH Fig. 6a showed the change of pH in BSRs as the function of time at UR dosages of 20% (v/v). The pH of the solution was increased and then was constant after 3 days because of the degradation of (CO(NH2)2 which produced OH- and CO32-. In the similar way, NH4+production was done after 4 days confirming the bio-cementation process was finished after 4 days as shown in Fig. 6b.
Fig. 6. bio-cementation process: (a) Change of pH and (b) NH4+production.
3.3. X-ray diffractogram (XRD) Fig. 7 showed the XRD results. The blue line showed the XRD result of the calcium carbonate which has the peak at about 27 degree and 38 degree. The symbol “●” indicated the precipitated CaCO3. The red line was the XRD result of the dry Bangkok sand and the symbol “▲” indicated their peaks. There were no peaks of calcium carbonate on the red line. Then, the green line showed the XRD result of the Bangkok sand treated by bio-cementation process. Here, again the XRD result showed the peaks of calcium carbonate confirming the bio-cementation process was occurred through the Bangkok sand sample. 4. Conclusion The cohesion of Bangkok sand could be improved by using the bio-cementation process and hemp fiber. The biocementation process was an environmental friendly method and required low energy input. This bio-cementation process was fast and finished within a week after using UR dosage of 20%(v/v). The cohesion of the Bangkok sand sample treated with the bio-cementation process was increased to 78% higher than the result of the dry Bangkok sand sample. Furthermore, the cohesion of the Bangkok sand sample treated with the bio-cementation process and
K. Piriyakl et al./ Materials Today: Proceedings 5 (2018) 14818–14823
14823
hemp fiber of 2.5% by volume was increased to 101% higher than the result of the dry Bangkok sand sample while there was no significant effect on the internal friction angle.
Fig. 7. XRD results.
Acknowledgements This research was funded by King Mongkut’s University of Technology North Bangkok. Contact no. KMUTNBGEN-57-47. References [1] J.T. De Jong, B.M. Mortensen, B.C. Martinez, D.C. Nelson, J. Ecological Engineering 36 (2010) 197-210. [2] L.A. van Paassen, C.M. Daza, M. Staal, D.Y. Sorokin, W. van der Zon, M.C.M. van Loosdrecht, J. Ecological Engineering 36 (2010) 168175. [3] V.S. Whiffin, J.W.M. Lambert, C.C.D. Van Ree, J. Geo-Strata - Geo Institute of ASCE 5 (2005), 13-16. [4] V. Ivanov, J. Chu, J. Reviews in Environmental Science and Biotechnology 7 (2008), 139-153. [5] K. Piriyakul, J. Iamchaturapatr, J. Industrial Technology 9 (2013) 1-21. [6] T. Ketklin, K. Piriyakul, J. Iamchaturapatr: The Annual Concrete Conference 9, Phitsanulok, 2013, pp.1-6. [7] APHA, AWWA, WEF, in: Standard Methods for the Examination of Water and Wastewater (22nd Eds.), Washington, DC: American Public Health Association, American Water Work Association and Water Environment Federation, 2012. [8] K. Piriyakul, in: KMUTNB General Research Report No. KMUTNB-GEN-57-47, 2014.