Abstract
Electrical resistivity tomography (ERT) has been applied with
geotechnical techniques such as Cone Penetrometer Test (CPT) and
laboratory tests for subsoil characterization to investigate the causes
of the deteriorated highway pavement. Eleven Electrical Resistivity
(ERT) Profiling lines were established using Wenner array
configuration in combination with ten cone penetrating data and
eleven soil samples. The inverted ERT data consist of two to three
geoelectric layers and were interpreted as topsoil (clay/sandy
clay/clayey sand/sand), sand/saturated sand and dry sand/highly
resistive sand/weathered rock with overlying resistivity values
ranges between 23 – 550 Ω m, 100 – 1000 Ω m and 500– 2800 Ω m
respectively. The cone penetrometer test (CPT) value ranges from
30 to 82 kg/cm2. In addition, the laboratory analyses conducted on
the bulk soil samples taken at 0 - 1 m depth includes; the optimum
moisture content (OMC), maximum dry density (MDD), and
California Bearing Ratio (CBR) ranges from 11.3 to 12.2%, 1720
kg/m3 to 1960 kg/m3 and 8 to 13% respectively, while for the Liquid
Limit and Plasticity Index tests of the soil samples gives 28 to 52%
and 9 to 17% respectively indicating that the subsoil material within
study area are of poor to good geotechnical properties. The results
of the integrated approach, including both geophysical and
geotechnical methods have helped to identify the cause of the
highway deterioration in some part of the study area which is
attributed to the poor subgrade material along the region. Thus, the
need for soil improvement can be implemented to enhance the
stability of the subgrade materials in the poor region for subsequent
road construction and design.
Keywords:
Electrical Resistivity Tomography, Cone Penetrometer
Test, subsurface characterization, road construction
[1] O. O. Olubomehin, "Road transportation as lifeline of the
economy in Western Nigeria 1920 to 1952", African Journal of
History and Culture, vol. 4, no. 3, pp. 37-45, 2012.
[2] M. M. E. Zumrawi, "Investigating Causes of Pavement
Deterioration in Khartoum State", International Journal of Civil
Engineering and Technology, vol.7, pp. 203-214, 2016.
[3] A. O. Adeleye, "Geotechnical Investigation of Subgrade Soil
along Sections of Ibadan-Ile Highway", Unpublished M.Sc.
Project, Obafemi Awolowo University, Ile-Ife, 2005.
[4] L. A. Ajayi, "Thought on Road Failures in Nigeria", The
Nigerian Engineer, vol. 22, no. 1, pp.10 - 17, 1987.
[5] M. I. Oladapo, M. O. Olorunfemi, J. S. Ojo, "Geophysical
investigation of road failure in the basement complex area of Southwestern
Nigeria", Research journal of Applied Sciences vol. 3, no.
2, pp. 103-112, 2008.
[6] O. O. Olofinyo, O. Olabode, I.O. Fatoyinbo, "Engineering
Properties of Residual Soil in Part of Southwestern Nigeria:
Implication for Road Foundation", SN Applied Sciences,no. 1, pp.
507,2019
[7] I. I. Sabinus, K. I. Kalu, I. S. Nwankwo, "Geoelectrical and
geotechnical evaluation of foundation beds of Naze, Owerri
Southeastern Nigeria", Journal of Earth Sciences and Geotechnical
Engineering, vol. 1, no. 3, pp. 77-94, 2014.
[8] I. A. Adeyemo, A. A. Akinlalu, K. A. Mogaji, O.O. Odumosu,
"Integrated Analysis of Geophysical Data for Road Networks Sub
Base Lithology Integrity Assessment Case Study in Crystalline
Basement Complex, Southwestern Nigeria", Journal of
Geography, Environment and Earth Science International. vol. 24,
no. 4, pp. 15-28, 2020.
[9] I. A. Adeyemo, G. O. Omosuyi, "Geophysical investigation of
road pavement instability along Akure-Owo Express Way,
Southwestern Nigeria", American Journal of Scientific and
Industrial Research, vol. 3, no. (4, pp. 191-197, 2012.
[10] K. A. N. Adiat, A. A. Akinlalu, A. A. Adegoroye, "Evaluation
of road failure vulnerability section through integrated geophysical
and geotechnical studies", NRIAG Journal of Astronomy and
Geophysics. vol. 6, pp. 244 - 255, 2017.
[11] G. M. Olayanju, K. A. Mogaji, H. S. Lim, T. S. Ojo,
"Foundation integrity assessment using integrated geophysical and
geotechnical techniques: Case Study in Crystalline Basement
Complex, Southwestern Nigeria", Journal of Geophysics and
Engineering. vol. 14, pp. 675 - 690, 2017.
[12] O. S. Oladeji, and T. B. Adedeji, "Causes of nonuniform
deformation features on highway pavement", Journal of Sci. Eng.
And Tech. vol. 8, no. 4. 2001.
[13] O. Ademilua, "Geotechnical characterization of subgrade soils
in Southwestern Part of Nigeria", In: Proceedings of first and
second international conferences of the Nigerian Association of
Engineering Geology and the Environment, Lagos, Nigeria, 2018,
vol 1, pp. 42 - 48.
[14] R. A. Reyment, "Aspects of the Geology of Nigeria", Ibadan
University Press, Ibadan. 1965, pp. 145.
[15] A. B. Durotoye, "Quartenary sediments in Nigeria. In: Kogbe
C. A. (ed) Geology of Nigeria", Elizabeth Press, Lagos. 1975, pp
431 - 451.
[16] M. E. Omatsola, and O. S. T. Adegoke, "Ecotonic Evolution
and Cretaceous stratigraphy of Dahomey Basin", Journal of Mining
Geology, vol. 18, no.1, pp. 130 - 137, 1981.
[17] K. F. Oyedele, S. Oladele, O. Adedoyin, "Application of
Geophysical and Geotechnical Method to Site Characterization for
Construction Purposes at Ikoyi, Lagos, Nigeria", Journal of Earth
sciences and Geotechnical Engineering, Vol.1, no. 1, pp. 87 - 100,
2011.
[18] M. H. Loke and R. D. Barker, "Rapid least-squares inversion
of apparent resistivity pseudosections by a quasi-Newton method",
Geophysical Prospecting, vol. 44, pp. 131 - 152, 1996.
[19] British Standards Institution (BSI). British Standard Methods
of Practice for Site Investigation. B.S 5930, 1999.
[20] J. H. Schmertmann, "The Measurement of In-Situ Shear
Strength" Proc. ASCE Specialty Conference In-Situ Measurement
of Soil Properties, Vol. 2, pp. 57 - 138, 1975.
[21] British Standard BS 1377, Methods of test for soil for civil
engineering purposes, 1975.
[22] Federal Ministry of Works and Housing (FMW & H), General
Specification for Roads and Bridges, 1997.
Abstract
The current research assessed the effect of carbon nano tubes
(CNTs) on the mechanical and rheological behavior of asphalt and
bitumen samples. In this paper, different contents of CNTs are used
for the modification of the asphalt and bitumen samples. For this
study, softening point and penetration tests were done to evaluate
the performance of different samples. CNTs was completely
characterized in terms of morphological and structural properties.
The effect of CNTs on the rheological behavior of samples was
investigated by central composite design (CCD) experimental
design and response surface methodology (RSM). The results of the
Marshall test indicated that the stability of samples containing
CNTs increased due to the more effective presence of CNTs in
asphalt mixtures compared to the base asphalt. The results indicated
that the use of CNTs as an additive has increased the softening
point, reduced the degree of penetration and improved the
performance characteristics of bitumen compared to base bitumen.
Keywords:
Carbon Nanotubes, Bitumen, Asphalt, Central
composite design, Rheological Properties.
[1] Gh. Shafabakhsh, M. Taghipoor, M. Sadeghnejad, S.A. Tahami,
Evaluating The Effect Of Additives On Improving Asphalt
Mixtures Fatigue Behavior, Construction and Building Materials,
90 (2015) 59-6.
[2] R.Wang, Y. Xiong, M. Yue, M. Hao, J. Yue, Investigating The
Effectiveness Of Carbon Nanomaterials On Asphalt Binders From
Hot Storage Stability, Thermodynamics, And Mechanism
Perspectives, Journal of Cleaner Production, 276 (2020) 124180.
[3] M. Barati, M. Zarei, M.Zahedi, F. Akbarinia, Evaluating the
effect of carbon nanotubes (CNTs) and recycled glass powder
(RGP) on the rheological and mechanical properties of bitumen and
hot mix asphalt (HMA), Advances in Materials and Processing
Technologies, 2020.
[4] M. Liang, L. Su, P. Li, J. Shi, Z. Yao, J. Zhang, H. Jiang, W.
Luo, Investigating the Rheological Properties of Carbon
Nanotubes/Polymer Composites Modified Asphalt, Materials,
13(2020) 4077.
[5] G. Cheraghian, M.P. Wistuba, S. Kiani, A.R. Barron, A.
Behnood, Rheological, physicochemical, and microstructural
properties of asphalt binder modified by fumed silica nanoparticles,
Scientific Reports, 11 (2021).
[6] M. Faramarzi, M. Arabani, A. K. Haghi, V. Motaghitalab,
Effects of using carbon Nano-tubes on thermal and ductility
properties of bitumen.2019.
[7] E. Santagata, O. Baglieri, L.Tsantilis, D. Dalmazzo,
Rheological Characterization of Bituminous Binders Modified with
Carbon Nanotubes, 5th International Congress - Sustainability of
Road Infrastructures, Procedia - Social and Behavioral Sciences, 53
(2012) 546 – 555.
[8] S. Sadeghpour Galooyak1i, M. Palassi, H. Zanjirani Farahani,
Ahmad Goli, Effect Of Carbon Nanotube On The Rheological
Properties Of Bitumen, Petroleum & Coal, 57(2015) 556-564.
[9] Z.Li, X.Yu, Y. Liang, S. Wu, Carbon Nanomaterials for
Enhancing the Thermal, Physical and Rheological Properties of
Asphalt Binders, Materials, 14(2021):2585.
[10] V. Loise, D.Vuono, A. Policicchio, B. Teltayev, A. Gnisci, G.
Messina, C. Oliviero Rossi, The effect of multiwalled carbon
nanotubes on the rheological behaviour of bitumen, Colloids and
Surfaces A: Physicochemical and Engineering Aspects, 566(2019)
113-119.
[11] Q. Yang, Y. Qian, Z. Fan, J. Lin, D. Wang, J. Zhong, M. Oeser,
Exploiting the synergetic effects of graphene and carbon nanotubes
on the mechanical properties of bitumen composites, Carbon,
172(2020).
[12] P. Wang, Z. J. Dong, Y. Q. Tan, Z.Y. Liu , Effect of multiwalled
carbon nanotubes on the performance of styrene–butadiene–
styrene copolymer modified asphalt, Materials and Structures, 50
(2017) 1-11.
[13] L. Tsantilis, D. Dalmazzo, O. Baglieri, E. Santagata, Effect of
SBS molecular structure on the rheological properties of ternary
nanomodified bituminous binders, Construction and Building
Materials, 222 (2019) 183-192.
[14] V. Najafi Moghaddam Gilani, S.M.Hosseinian, D. Safari, M.
Bagheri Movahhed, Investigation of the Impact of Deicer Materials
on Thermodynamic Parameters and Its Relationship with Moisture
Susceptibility in Modified Asphalt Mixtures by Carbon Nanotube,
Arabian Journal For Science And Engineering, 46(2020)1.
[15] M.Nikookar, M. Bagheri Movahhed, J. Ayoubinejad, V. Najafi
Moghaddam Gilani, S.M.Hosseinian, Improving the Moisture
Sensitivity of Asphalt Mixtures by Simultaneous Modification of
Asphalt Binder and Aggregates with Carbon Nanofiber and Carbon
Nanotube, Advances in Civil Engineering, 2021.
[16] P. Kumar Ashish, D. Singh, R. Jain, Evaluating the Effect of
Carbon Nanotube on Low Temperature Property of Asphalt Binder
through Dissipated Energy–Based Approach, Journal of Materials
in Civil Engineering , 32 (2020).
[17] C . Y u, K . H u, Q . Y ang, D . W ang, W. Zhang, G. Chen, C.
Kapyelata, Analysis of the Storage Stability Property of Carbon
Nanotube/Recycled Polyethylene-Modified Asphalt Using
Molecular Dynamics Simulations, Polymers (Basel). 13(2021)
1658.
[18] P. Mosir Shah, M. ShFI Mir, Investigating the influence of
carbon nanotube on the performance of asphalt binder 2021.
[19] C.Yu, K. Hu, G.X. Chen, R. Chang, Y.Wang, Molecular
dynamics simulation and microscopic observation of compatibility
and interphase of composited polymer modified asphalt with
carbon nanotubes, Journal of Zhejiang University-SCIENCE A,
22(2021):528-546.
[20] X.Y. Liu, P. Wang,Y. Lu, T.T. Zhang, L.Z. Wang, T.F. Wang,
Identifying the Thermal Storage Stability of Polymer-Modified
Asphalt with Carbon Nanotubes Based on Its Macroperformance
and Micromorphology, Advances in Materials Science and
Engineering, 2021.
Abstract
Back-to-Back walls are the complex geometry of MSE walls and
are often used as approach embankments and bridge abutments.
Surcharge loads acting on the Back to Back Mechanically
Stabilized Earth Wall (BBMSEW) should be applied on BBMSE
walls to understand the realistic behavior. In this study, Numerical
modeling is performed with Plaxis 2D to understand the
consequence of surcharge on earth pressures, surface settlement
profiles of BBMSE walls. A typical ratio of W/H= 1.55 is taken
where a combination of a reinforced and unreinforced zone is
present in BBMSEW for analysis and reinforcement stiffness of
(J) from 50 to 50000 kN/m is used to study the flexibility of the
backfill with the reinforcement within. The stress analysis at the
transition plane of the reinforced and unreinforced zone showed
the arching phenomena. Due to the surcharge, the lateral pressure
reduced nearly 42.31% from the Rankine’s active condition and
the vertical stresses are very close to the analytical arching
equation derived and reduced approximately 63.51% from the
overburden pressure after surcharge is applied. It is found that the
surface settlement profiles for a particular stiffness (i.e.,
J=50000kN/m) at different wall heights are decreasing from top to
bottom. At 6m height for J=50kN/m, it is observed that the
settlements have occurred in the reinforced zone whereas for the
J=50,000kN/m the settlements were observed only in the
unreinforced zone. From the analysis, it is concluded that arching
is predominant in the transition zone of BBMSEW and must be
considered for the estimation of earth pressure and design of
BBMSEW.
Keywords:
Surcharge load, vertical stress, Arching, Numerical
model, Back-to-back walls, Surface Settlement profile
[1] A. A . o f S . H . a nd T . O . A SHTO, AASHTO LRFD Bridge
Design Specifications, Washington, DC. 2012.
[2] M. Adams, J. Nicks, T. Stabile, J. Wu, W. Schlatter, and J.
Hartmann, "'Geosynthetic Reinforced Soil Integrated Bridge
System, Synthesis Report'.," no. PuBlIcatIon no. FHWa-HRt-11-
027, p. 64, 2011, [Online]. Available:
https://www.fhwa.dot.gov/publications/research/infrastructure/stru
ctures/11027/11027.pdf.
[3] R. L. Carter and M. Bernardi, "NCMA’s design manual for
segmental retaining walls," Geosynthetics, vol. 32, no. 1, 2014.
[4] IRC:SP:102, "Guidelines for design and constrcution of
reinforced soil walls," Indian Roads Congr. New Delhi, 2014.
[5] "BS 8006-1:2010," BS 8006-2010, no. ISBN 978 0 580 53842
1, 2010.
[6] R. H. B. Dov Leshchinsky, "GEOSYNTHETIC
REINFORCED SOIL STRUCTURES," J. Geotech. Eng., vol.
115, no. 10, pp. 1459-1478, 1990.
[7] Steward et al, "GUIDELINES FOR THE DESIGN OF
FLEXIBLE PAVEMENTS FOR LOW VOLUME RURAL
ROADS," 2015.
[8] J. Han and D. Leshchinsky, "Analysis of back-to-back
mechanically stabilized earth walls," Geotext. Geomembranes,
vol. 28, no. 3, pp. 262 - 267, 2010, doi:
10.1016/j.geotexmem.2009.09.012.
[9] R. El-Sherbiny, E. Ibrahim, and A. Salem, "Stability of Backto-
Back Mechanically Stabilized Earth Walls," no. Ii, pp. 555 -
565, 2013, doi: 10.1061/9780784412787.058.
[10] M. Djabri and S. Benmebarek, "FEM Analysis of Back-to-
Back Geosynthetic-Reinforced Soil Retaining Walls," Int. J.
Geosynth. Gr. Eng., pp. 1–8, 2016, doi: 10.1007/s40891-016-
0067-1.
[11] S. Benmebarek, S. Attallaoui, and N. Benmebarek,
"Interaction analysis of back-to-back mechanically stabilized earth
walls," J. Rock Mech. Geotech. Eng., vol. 8, no. 5, pp. 697 - 702,
2016, doi: 10.1016/j.jrmge.2016.05.005.
[12] S. Benmebarek and M. Djabri, "FEM to investigate the effect
of overlapping-reinforcement on the performance of back-to-back
embankment bridge approaches under self-weight," Transp.
Geotech., vol. 11, pp. 17 - 26, Jun. 2017, doi:
10.1016/J.TRGEO.2017.03.002.
[13] G. Rajagopal and S. Thiyyakkandi, "Numerical evaluation of
the performance of back-to-back MSE walls with hybrid selectmarginal
fill zones," Transp. Geotech., vol. 26, p. 100445, 2021,
doi: 10.1016/j.trgeo.2020.100445.
[14] S. M. Sravanam, U. Balunaini, and R. M. Madhira,
"Behavior of Connected and Unconnected Back-to-Back Walls
for Bridge Approaches," Int. J. Geomech., vol. 20, no. 7, p.
06020013, 2020, doi: 10.1061/(asce)gm.1943 - 5622.0001692.
[15] A. Palat, "Settlement Analysis of Unreinforced and
Reinforced Retaining Walls," in International Conference on
GEOTECHNIQUES FOR INFRASTRUCTURE PROJECTS,
2018, no. February 2017.
[16] S. H. Lajevardi, K. Malekmohammadi, and D. Dias,
"Numerical Study of the Behavior of Back-to-Back Mechanically
Stabilized Earth Walls," Geotechnics, vol. 1, no. 1, pp. 18 - 37,
2021, doi: 10.3390/geotechnics1010002.
[17] U. Balunaini, S. M. Sravanam, and M. R. Madhav, "Effect of
compaction stresses on performance of back-to-back retaining
walls," ICSMGE 2017 - 19th Int. Conf. Soil Mech. Geotech. Eng.,
vol. 2017 - Septe, no. 1, pp. 1951 - 1954, 2017.
[18] K. Hatami and R. J. Bathurst, "Development and verification
of a numerical model for the analysis of geosynthethic-reinforced
soil segmental walls under working stress conditions," Can.
Geotech. J., vol. 42, no. 4, pp. 1066 - 1085, 2005, doi:
10.1139/t05 - 040.
[19] E. Guler, M. Hamderi, and M. M. Demirkan, "Numerical
analysis of reinforced soil-retaining wall structures with cohesive
and granular backfills," Geosynth. Int., vol. 14, no. 6, pp. 330 -
345, 2007, doi: 10.1680/gein.2007.14.6.330.
[20] H. H ashimoto, " F I NITE E L EMENT S T UDY O F A G
EOSYNTHETIC -R EINFORCED S OIL R ETAINING W ALL
W ITH C ONCRETE -B LOCK F ACING," vol. 7, no. 2, pp.
137 - 162, 2000.
[21] C. S. Yoo and A. R. Song, "Effect of foundation yielding on
performance of two-tier geosynthetic-reinforced segmental
retaining walls: A numerical investigation," Geosynth. Int., vol.
13, no. 5, pp. 181 - 194, 2006, doi: 10.1680/gein.2006.13.5.181.
[22] S. H. Mirmoradi and M. Ehrlich, "Modeling of the
compaction-induced stress on reinforced soil walls," Geotext.
Geomembranes, vol. 43, no. 1, pp. 82 - 88, 2015, doi:
10.1016/j.geotexmem.2014.11.001.
[23] B. Huang, R. J. Bathurst, K. Hatami, and T. M. Allen,
"Influence of toe restraint on reinforced soil segmental walls,"
Can. Geotech. J., vol. 47, no. 8, pp. 885 - 904, 2010, doi:
10.1139/T10-002.
[24] M. S. Won and Y. S. Kim, "Internal deformation behavior of
geosynthetic-reinforced soil walls," Geotext. Geomembranes, vol.
25, no. 1, pp. 10 - 22, 2007, doi:
10.1016/j.geotexmem.2006.10.001.
[25] B. Huang, R. J. Bathurst, and K. Hatami, "Numerical Study
of Reinforced Soil Segmental Walls Using Three Different
Constitutive Soil Models," J. Geotech. Geoenvironmental Eng.,
vol. 135, no. 10, pp. 1486 - 1498, 2009, doi:
10.1061/(asce)gt.1943-5606.0000092.
[26] R. Karpurapu and R. J. Bathurst, "Behaviour of geosynthetic
reinforced soil retaining walls using the finite element method,"
Comput. Geotech., vol. 17, no. 3, pp. 279 - 299, 1995, doi:
10.1016/0266-352X(95)99214-C.
[27] A. M. Belal and K. P. George, "Finite Element Analysis of
Reinforced Soil Retaining Walls Subjected To Seismic Loading,"
12Wcee, no. 1, pp. 1 - 8, 2000.
[28] J. T. Laba and J. B. Kennedy, "Reinforced Earth Retaining
Wall Analysis and Design.," Can. Geotech. J., vol. 23, no. 3, pp.
317–326, 1986, doi: 10.1139/t86-045.
[29] T. M. Allen, R. J. Bathurst, and R. R. Berg, Global level of
safety and performance of geosynthetic walls: An historical
perspective, vol. 9, no. 5 - 6. 2002.
[30] S. H. Mirmoradi, M. Ehrlich, and C. Dieguez, "Evaluation of
the combined effect of toe resistance and facing inclination on the
behavior of GRS walls," Geotext. Geomembranes, 2016, doi:
10.1016/j.geotexmem.2015.12.003.
[31] K. Hatami and R. J. Bathurst, "Numerical model for
reinforced soil segmental walls under surcharge loading," J.
Geotech. Geoenvironmental Eng., vol. 132, no. 6, pp. 673 - 684,
2006, doi: 10.1061/(ASCE)1090-0241(2006)132:6(673).
[32] A. Ghanbari et al., "Effect of Surcharge on Active Earth
Pressure in Reinforced Retaining Walls : Application of
Analytical Calculation on a Case Study To cite this version : HAL
Id : hal-01717161," no. April, 2018, doi:
10.13140/RG.2.2.10335.36005.
[33] H. Liu, "Reinforcement Load and Compression of Reinforced
Soil Mass under Surcharge Loading," J. Geotech.
Geoenvironmental Eng., vol. 141, no. 6, p. 04015017, 2015, doi:
10.1061/(asce)gt.1943-5606.0001300.
[34] B. Lien, "Modeling Traffic and Construction Equipment
Surcharges for Geotechnical Analysis : 2-D o r 3 -D ? Make a
Complicated Question Simple ... Make a Simple Question
21 Complicated … What is the Typical Highway Live / Traffic
Surcharge Load in Geotechnical Desig," pp. 1 - 12, 2017.
[35] C. Yoo and S. Bin Kim, “Performance of a twotier
geosynthetic reinforced segmental retaining wall under a
surcharge load: Full-scale load test and 3D finite element
analysis," Geotext. Geomembranes, vol. 26, no. 6, pp. 460 - 472,
2008, doi: 10.1016/j.geotexmem.2008.05.008.
[36] S. M. Sravanam, U. Balunaini, and M. R. Madhav, "Behavior
and Design of Back-to-Back Walls Considering Compaction and
Surcharge Loads," Int. J. Geosynth. Gr. Eng., vol. 5, no. 4, pp. 1 -
17, 2019, doi: 10.1007/s40891-019-0180-z.
[37] P. Rajeev, P. R. Sumanasekera, and N. Sivakugan, "Average
Vertical Stresses in Underground Mine Stopes Filled with
Granular Backfills," Geotech. Geol. Eng., vol. 34, no. 6, pp.
2053 - 2061, 2016, doi: 10.1007/s10706-016-0082-y.
[38] N. Sivakugan and S. Widisinghe, "Stresses Within Granular
Materials Contained Between Vertical Walls," Indian Geotech. J.,
vol. 43, no. 1, pp. 30 - 38, 2013, doi: 10.1007/s40098-012-0029-z.
[39] A. Al-hassan, I. Katkhuda, and A. Barghouthi, "Narrow
backfill lateral earth pressure," Arab Cent. Eng. Stud., pp. 1 - 10,
2009.
[40] W. A. Take and A. J. Valsangkar, "Earth pressures on
unyielding retaining walls of narrow backfill width," Can.
Geotech. J., vol. 38, no. 6, pp. 1220 - 1230, 2001, doi: 10.1139/cgj-
38-6-1220.
[41] S. Widisinghe and N. Sivakugan, "Vertical Stresses within
Granular Materials in Silos," no. 061, pp. 590 - 595, 2012.
[42] L. Miao, F. Wang, J. Han, and W. Lv, "Benefits of
geosynthetic reinforcement in widening of embankments
subjected to foundation differential settlement," Geosynth. Int.,
vol. 21, no. 5, pp. 321 - 332, 2014, doi: 10.1680/gein.14.00019.
[43] T. Hsien-Jen, "A Literature Study of the Arching Effect,"
Thesis Res., no. February, pp. 1 - 196, 1996.
[44] S. Shukla and N. Sivakugan, "A simplified extension of the
conventional theory A simplified extension of the conventional
theory of arching in soils," vol. 6362, no. March, 2016, doi:
10.3328/IJGE.2009.03.03.353 - 359.
[45] K. Pirapakaran and N. Sivakugan, "Arching within hydraulic
fill stopes," Geotech. Geol. Eng., vol. 25, no. 1, pp. 25 - 35, 2007,
doi: 10.1007/s10706-006-0003-6.
[46] R. S. Dalvi and P. J. Pise, "Effect of arching on passive earth
pressure coefficient," 12th Int. Conf. Comput. Methods Adv.
Geomech. 2008, vol. 1, pp. 236 - 243, 2008.
[47] K. H. Paik and R. Salgado, "Estimation of active earth
pressure against rigid retaining walls considering arching effects,"
2003.
[48] S. Singh, S. K. Shukla, and N. Sivakugan, "Arching in
Inclined and Vertical Mine Stopes," Geotech. Geol. Eng., vol. 29,
no. 5, pp. 685 - 693, 2011, doi: 10.1007/s10706-011-9410-4.
[49] P. P. Dalvi RS, "Effect of arching on passive earth pressure
coefficient," in Proceedings of 12th IACMAG conference, 2018,
pp. 236 - 243.
[50] C. Thomas and J. Shiau, "common ground 07 Modelling the
arching effect in active earth pressure problems," no. Coduto, pp.
262 - 267, 1999.
[51] G. Moradi and A. Abbasnejad, "The State of the Art Report
on Arching Effect," J. Civ. Eng. Res., vol. 3, no. 5, pp. 148 - 161,
2013, doi: 10.5923/j.jce.20130305.02.
[52] M. Liu, X. Chen, Z. Hu, and S. Liu, "Active earth pressure of
limited c-ϕ soil based on improved soil arching effect," Appl. Sci.,
vol. 10, no. 9, 2020, doi: 10.3390/app10093243.
[53] C. G. Kellogg, "The arch in soil arching," J. Geotech. Eng.,
vol. 113, no. 3, pp. 269 - 271, 1987, doi: 10.1061/(ASCE)0733-
9410(1987)113:3(269).
[54] A. Roy and N. R. Patra, "Effect of arching on passive earth
pressure for rigid retaining walls considering translation mode,"
Proc. 2009 Struct. Congr. - Don’t Mess with Struct. Eng. Expand.
Our Role, vol. 8, no. 2, pp. 2784 - 2793, 2009, doi:
10.1061/41031(341)304.
[55] P. Nagavalleswari and N. R. Patra, "Effect of Arching on
Passive Earth Pressure for Rigid Retaining Walls Considering
Rotation at Top," Int. J. Geomech., vol. 8, no. 2, pp. 123 - 133,
2017.
[56] M. A. Kumaar, S. Kommu, and S. S. Asadi, "Optimization of
embankment widening with different soils," Int. J. Recent
Technol. Eng., vol. 8, no. 3, pp. 711 - 715, Sep. 2019, doi:
10.35940/ijrte.C3971.098319.