Journal articles: 'Reinforced Soil Bed'

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Kumar, Sanjeev, Anil Kumar Sahu, and Sanjeev Naval. "Performance of Circular Footing on Expansive Soil Bed Reinforced with Geocells of Chevron Pattern." Civil Engineering Journal 5, no. 11 (November 3, 2019): 2333–48. http://dx.doi.org/10.28991/cej-2019-03091415.

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Results from laboratory model tests performed on circular footing are presented in this paper to understand the performance of geocell reinforced expansive soil. Naturally occurring expansive soil was used in this study as subsoil. Geocells of chevron pattern fabricated from geotextile made up of polypropylene were used to reinforce the soil bed. The parameters studied in this testing program were the placement depth of the geocell mattress, pocket size of geocell and the height of geocell mattress. Contrary to other researchers; the improvement in the performance of reinforced bed is evaluated at a settlement level equal to the failure settlement of unreinforced soil bed. The performance of reinforced bed is evaluated through two non-dimensional factors viz. bearing capacity improvement factor (If) and settlement reduction factor (PRS%). Test results indicated that with the introduction of geocell as reinforcement, a substantial improvement in bearing capacity and decrease in footing settlement can be achieved. Bearing capacity of reinforced bed increases by more than 200% and 81% reduction in footing settlement was achieved by using geocell mattress of optimal dimensions and placing it just below the footing base.

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Usmanov, Rustam, Ivan Mrdak, Nikolay Vatin, and Vera Murgul. "Reinforced Soil Beds on Weak Soils." Applied Mechanics and Materials 633-634 (September 2014): 932–35. http://dx.doi.org/10.4028/www.scientific.net/amm.633-634.932.

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Changing a layer of weak soil in deformed foundation with a compacted soil bed consisted of various strong materials (sand, gravel, pebble-gravel, production waste materials). Existing calculation methods and techniques to build compacted soil beds based on weak highly compressive soils do not meet up-to-date requirements. Calculation methods used the dimensions of compacted beds quite often appear to be overestimated, and this results in increase in costs and working hours needed to build artificial foundation. The paper presents the possibility of using reinforced soil beds as an efficient method to build artificial foundation based on weak soils.

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Venkateswarlu, Hasthi, and A. Hegde. "Effect of infill materials on vibration isolation efficacy of geocell-reinforced soil beds." Canadian Geotechnical Journal 57, no. 9 (September 2020): 1304–19. http://dx.doi.org/10.1139/cgj-2019-0135.

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This paper investigates the isolation efficacy of geocell-reinforced foundation beds infilled with different materials through a series of block resonance tests. The geocell made with a novel polymeric alloy (NPA) was used in the experimental investigation. In total, five different cases — namely, unreinforced, geocell-reinforced silty sand, geocell-reinforced sand, geocell-reinforced slag, and geocell-reinforced aggregate — were considered. Presence of the geocell has resulted in improvement of screening efficacy of the foundation bed regardless of the infill material. The displacement amplitude of the geocell-reinforced bed cases was reduced by 68%, 64%, 61%, and 59%, respectively, for aggregate, slag, sand, and silty sand infill cases as compared to the unreinforced condition. Maximum isolation efficiency was observed in the presence of aggregate, among the four different infill materials. In the presence of aggregate infill, the shear modulus of the foundation bed was improved by 150%. Similarly, the peak particle velocity and peak acceleration were reduced by 57% and 48%, respectively. Further, the efficacy of mass spring dashpot (MSD) analogy was studied in predicting the frequency–displacement response of different reinforced cases. From the analytical study, a significant improvement in damping ratio of the foundation bed was observed in the presence of geocell reinforcement.

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Sreya, M. V., B. R. Jayalekshmi, and Katta Venkataramana. "A Comparative Study on Dynamic Response of Buildings Resting on Coir and Rubber mat Reinforced Soil Bed." IOP Conference Series: Earth and Environmental Science 1149, no. 1 (May 1, 2023): 012012. http://dx.doi.org/10.1088/1755-1315/1149/1/012012.

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Abstract Geotechnical seismic isolation has emerged as an efficient technique for mitigating the severe effects of earthquakes by providing smooth synthetic liners beneath foundations or between soil layers for dissipating seismic energy through sliding. This study investigates the efficacy of using a rubber mat and a natural coir mat as reinforcement materials within the soil to act as a seismic soil-isolation medium. A three-dimensional finite element simulation of five-storey buildings resting on raft foundations in soft soil with and without the soil-isolation mechanism has been performed. The reinforced soil-structure system was exposed to two different earthquake motions, such as the ground motions corresponding to the elastic design spectrum for Zone III as per the Indian standard code (IS 1893 (Part 1): 2016) and the Northridge earthquake (1994). The proposed study deals with the analysis of dynamic responses of buildings when the soil is reinforced with a coir mat and rubber mat under earthquake motions. The findings show that the seismic responses of low-rise buildings are significantly reduced by a novel technique proposed in this work to reinforce the soil with isolation materials in their mat form to reduce the seismic responses under earthquake loads.

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Jayamohan, J., and R. Shivashankar. "Some Studies on Prestressed Reinforced Granular Beds Overlying Weak Soil." ISRN Civil Engineering 2012 (November 26, 2012): 1–13. http://dx.doi.org/10.5402/2012/436327.

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This paper mainly investigates, from a series of laboratory scale bearing capacity tests carried out on a model square footing, the improvement in bearing capacity and reduction in settlement of a geonet reinforced granular bed (RGB) overlying weak soil due to prestressing the reinforcement. The parameters are the strength of the underlying weak soil, thickness of the granular bed, and magnitude and direction of prestressing force. The settlements at the interface are also measured. The addition of prestress to geonet reinforcement results in significant improvement in the load carrying capacity and settlement response of the prestressed geonet RGB. Improvement in bearing capacity is found to be more with biaxial prestressing than with uniaxial prestressing. Experimental results are also used to validate a proposed numerical model. The BCR (bearing capacity ratio) values predicted from this model are found to be in good agreement with the experimentally obtained BCR values. Finite element analyses are also carried out using the programme PLAXIS, to study the effect of prestressing the reinforcement. Results obtained from finite element analyses are also found to be in good agreement with the experimental results.

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Kolathayar, Sreevalsa, Saayinath Narasimhan, Rizfana Kamaludeen, and Thallak Gundurao Sitharam. "Performance of Footing on Clay Bed Reinforced with Coir Cell Networks." International Journal of Geomechanics 20, no. 8 (August 2020): 04020106. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001719.

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Al-Haddad, Sinan A., Faris H. Al-Ani, and Mohammed Y. Fattah. "Effect of Using Plastic Waste Bottles on Soil Response above Buried Pipes under Static Loads." Applied Sciences 12, no. 23 (December 1, 2022): 12304. http://dx.doi.org/10.3390/app122312304.

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Development and population growth have made using shallow buried pipes in urban areas, highways, and subways inevitable. In this study, the performance and behavior of shallow unplasticized polyvinyl chloride (uPVC) pipes buried in sand reinforced with PET (polyethylene terephthalate) bottles produced by the end consumer filled with soil under static loads were investigated. The bottle reinforcement mattress filled with soil was vertically installed above the buried uPVC pipe inside the soil bed at the required depth; after that, backfilling was performed. The effects of the relative density of soil, placement depth, and the width of the soil-filled bottle-reinforced block were examined. The increase in relative density has shown a noticeable decrease in footing surface settlement and load transferred to the buried pipe. The test results have shown significant improvement in the ultimate bearing capacity of bottle-reinforced soil with a reduction in surface settlement. The backfill reinforced with soil-filled bottle block has shown a 71% improvement in ultimate bearing capacity. Additionally, the improvement in bearing capacity increases as the placement depth decreases and width increases. The optimum depth of placement and width of the bottle-reinforced mattress were 0.50 and 2.08 B. The proposed soil reinforcement method may be a good and relatively inexpensive alternative to traditional geosynthetic reinforcement while providing geotechnical and environmental benefits.

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Deb, Kousik, S. Chandra, and P. K. Basudhar. "Nonlinear analysis of multilayer extensible geosynthetic-reinforced granular bed on soft soil." Geotechnical and Geological Engineering 25, no. 1 (October 5, 2006): 11–23. http://dx.doi.org/10.1007/s10706-006-0002-7.

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Maheshwari, Priti, and Shubha Khatri. "Nonlinear response of footings on granular bed-stone column-reinforced poor soil." International Journal of Geotechnical Engineering 4, no. 4 (October 2010): 435–43. http://dx.doi.org/10.3328/ijge.2010.04.04.435-443.

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Raghavendra, H. B., T. G. Sitharam, and B. R. Srinivasa Murthy. "Simplified approach to the analysis of a reinforced soil bed as a two-layer soil system." Proceedings of the Institution of Civil Engineers - Ground Improvement 2, no. 3 (July 1998): 93–101. http://dx.doi.org/10.1680/gi.1998.020301.

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11

Al-busoda, Bushra Sahal, and Rusol Salman. "Bearing Capacity of Shallow Footing on Compacted Filling Dune Sand Over Reinforced Gypseous Soil." Journal of Engineering 19, no. 5 (May 18, 2023): 532–42. http://dx.doi.org/10.31026/j.eng.2013.05.01.

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Existence of these soils, sometimes with high gypsum content, caused difficult problems to the buildings and strategic projects due to dissolution and leaching of gypsum by the action of waterflow through soil mass. In this research, a new technique is adopted to investigate the performance of replacement and geosynthetic reinforcement materials to improve the gypseous soil behavior through experimential set up manufactured loaclally specially for this work. A series of tests were carried out using steel container (600*600*500) mm. A square footing (100*100) mm was placed at the center of the top surface of the bed soil. The results showed that the most effective thickness for the dune sand layer with geotextile at the interface, within the tested range, was found to be almost equal to the width of foundation. Therefore, under this depth, the soil was reinforced with geogrid and geotextile. It can be shown that (Collapse Settlement Reduction Factor) increases to (72%) when using two layers of geogrid and one layer of geotextile under depth of replacement equal to the width of footing. In addition, the results showed that the bearing capacity increases to (1.5-2.0) time under concentric loads and (2.5-3) under eccentric loads after replacement and reinforcement of gypseous soil

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12

Deb, Kousik, Sarvesh Chandra, and P. K. Basudhar. "Response of multilayer geosynthetic-reinforced bed resting on soft soil with stone columns." Computers and Geotechnics 35, no. 3 (May 2008): 323–30. http://dx.doi.org/10.1016/j.compgeo.2007.08.004.

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13

Hegde, A. M., and T. G. Sitharam. "Three-dimensional numerical analysis of geocell-reinforced soft clay beds by considering the actual geometry of geocell pockets." Canadian Geotechnical Journal 52, no. 9 (September 2015): 1396–407. http://dx.doi.org/10.1139/cgj-2014-0387.

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Due to its complex honeycomb structure, the numerical modeling of the geocell has always been a big challenge. Generally, the equivalent composite approach is used to model the geocells. In the equivalent composite approach, the geocell–soil composite is treated as the soil layer with improved strength and stiffness values. Though this approach is very simple, it is unrealistic to model the geocells as the soil layer. This paper presents a more realistic approach of modeling the geocells in three-dimensional (3D) framework by considering the actual curvature of the geocell pocket. A square footing resting on geocell reinforced soft clay bed was modeled using the “fast Lagrangian analysis of continua in 3D” (FLAC3D) finite difference package. Three different material models, namely modified Cam-clay, Mohr–Coulomb, and linear elastic were used to simulate the behaviour of foundation soil, infill soil and the geocell, respectively. It was found that the geocells distribute the load laterally to the wider area below the footing as compared to the unreinforced case. More than 50% reduction in the stress was observed in the clay bed in the presence of geocells. In addition to geocells, two other cases, namely, only geogrid and geocell with additional basal geogrid cases were also simulated. The numerical model was systematically validated with the results of the physical model tests. Using the validated numerical model, parametric studies were conducted to evaluate the influence of various geocell properties on the performance of reinforced clay beds.

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14

Usmanov, Rustam, Nikolay Vatin, and Vera Murgul. "Highly Compacted and Reinforced Soil Beds as an Efficient Method to Build Artificial Foundation Based on Weak Soils." Applied Mechanics and Materials 680 (October 2014): 474–80. http://dx.doi.org/10.4028/www.scientific.net/amm.680.474.

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Reliable construction and maintenance of buildings and structures based on weak and highly-compressive soils are closely related to artificial methods of how to prepare for foundation works. And changing a layer of weak soil in deformed foundation with a compacted soil bed consisted of various strong materials (sand, gravel, pebble-gravel, slag, production waste materials and others) can be considered as one of efficient methods. With the existing calculation methods used the dimensions of compacted beds quite often appear to be overestimated, and this results in increase in costs and working hours needed to build artificial foundation. It is more rational to create highly compacted and reinforced soil beds. The article deals with the general outcomes of experimental and theoretical research on design and foundation works of these beds which give evidence of their efficiency and explicit possibilities to expand fields of application.

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15

Yang, Yanhua, Haiyong Xu, Xin Wang, Mingjin Zhang, Wanli Liu, Yude Zhu, and Zhe Liu. "Experimental Study on Anti-Scour Property and Erosion Resistance of 3D Mat Materials for Slope Protection in Waterway Engineering." Water 14, no. 9 (April 26, 2022): 1392. http://dx.doi.org/10.3390/w14091392.

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3D mats are environmentally friendly and ecological materials for protecting river and waterway banks. The anti-scour properties of the materials and the erosion resistance of the soil under them can be studied to provide decision support for the selection of slope protection materials and their applicable areas. In this paper, an indoor prototypical scouring experiment with a flume is carried out to study the anti-scour properties of three types of 3D mat materials (vegetation grass mats, Enkamat and reinforced Mike mat) and the erosion resistance of the underlying soil under typical combined conditions of flow rate and water stage. It is concluded that the 3D mats increase the resistance coefficient of the bed surface, and that with the same incoming flow, the average flow velocity is inversely related to the resistance coefficient. There are three scouring modes for 3D mats under the action of water flow: material failure caused by mechanical damage, performance failure caused by serious erosion of the soil mass and non-failure. Of the three mat materials, the reinforced Mike mats are more resistant to scouring than the other two unreinforced materials, and the erosion volume ratios of reinforced Mike mats, vegetation grass mats and Enkamat are 59.24%, 61.81% and 62.17%, respectively, under the same small flow rate and high water stage. The results show that the reinforced Mike mats have the best anti-scour property and soil conservation performance, followed by Enkamat and the vegetation grass mats. In addition, reinforced materials outperform non-reinforced ones in their anti-scour performance and their protection for the underlying soil on the bank slope.

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16

Wang, Han-Lin, Ren-Peng Chen, Wei Cheng, Shuai Qi, and Yu-Jun Cui. "Full-scale model study on variations of soil stress in geosynthetic-reinforced pile-supported track bed with water level change and cyclic loading." Canadian Geotechnical Journal 56, no. 1 (January 2019): 60–68. http://dx.doi.org/10.1139/cgj-2017-0689.

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This study presents a full-scale model investigation on variations of soil stress in a geosynthetic-reinforced pile-supported track bed at various water levels and loading cycles, with four testing procedures: water level rising, cyclic loading at high water level, water level lowering, and cyclic loading at low water level. The soil arching effect was revealed, characterized by higher stress above the pile cap. With the water level rising and loading cycles increasing at high water level, this effect becomes more pronounced, until a peak value of dynamic stress concentration ratio is reached. The stable state of soil arching is obtained earlier near the crown of soil arching, but this arching effect develops more significantly at the foot of soil arching. With the water level lowering and loading at low water level, the soil arching effect remains steady, with slightly changed dynamic stresses in the track bed. The geogrid shows a significant impact on the load transfer mechanism for the quasi-static stress: the quasi-static pile-cap stress presents higher values below the geogrid, whereas the opposite trend is observed for the water-bag (subsoil) area. Nevertheless, this mechanism is not obvious with respect to the dynamic stress, with the values showing no distinct difference above and below the geogrid.

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17

Jaiswal, Sagar, and Vinay Bhushan Chauhan. "Assessment of Seismic Bearing Capacity of a Strip Footing Resting on Reinforced Earth Bed using Pseudo-Static Analysis." Civil and Environmental Engineering Reports 31, no. 2 (June 1, 2021): 117–37. http://dx.doi.org/10.2478/ceer-2021-0023.

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Abstract The use of geosynthetic reinforcement to enhance the ultimate load-bearing capacity and reduce the anticipated settlement of the shallow foundation has gained sufficient attention in the geotechnical field. The improved performance of the shallow foundation is achieved by providing one or more layers of geosynthetics below the foundation. The full wraparound technique proved to be efficient for the confinement of soil mass and reduction in settlement of foundation however lacks the literature to ascertain the performances of such footing under dynamic loading. In view of the above, the present study examines the effect of geosynthetic layers having a finite length with full wraparound ends as a reinforcement layer, placed horizontally at a suitable depth below the foundation using the finite element modeling (FEM) and evaluates the ultimate load-bearing capacity of a strip footing resting on loose and dense coarse-grained earth beds under seismic loading and further compared to those of footing resting on unreinforced earth bed. Moreover, the effect of horizontal seismic acceleration coefficient (kh) on the ultimate load-bearing capacity has been investigated by varying kh from 0.1 to 0.6 at an interval of 0.1, for both reinforced and unreinforced earth bed having loose and dense soil strata. Furthermore, this study demonstrates that by adopting the new practice of using the geosynthetic reinforcement with the full wraparound ends in foundations, it is possible to support relatively heavier structures under static as well as dynamic loading without allowing large footing settlements. From the outcomes of the present study, it is noted that the ultimate load-bearing capacity of footing resting on loose and dense sand bed found to be improved by 60% and 18% for soils having friction angle of 25° and 40°, respectively compared to respective unreinforced earth beds under static condition.

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Akhil, K. S., N. Sankar, and S. Chandrakaran. "Surface Heave Behaviour of Sand Bed Reinforced with Woven Bamboo Mat." Geotechnical and Geological Engineering 38, no. 4 (March 5, 2020): 3787–94. http://dx.doi.org/10.1007/s10706-020-01258-w.

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19

Biswas, Nripojyoti, and Priyanka Ghosh. "Bearing Capacity Factors for Isolated Surface Strip Footing Resting on Multi-layered Reinforced Soil Bed." Indian Geotechnical Journal 49, no. 1 (December 14, 2017): 37–49. http://dx.doi.org/10.1007/s40098-017-0293-z.

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20

Tenepalli, Prathyusha. "Geosynthetic Encased Concrete Debris Stone Columns." ECS Transactions 107, no. 1 (April 24, 2022): 14901–10. http://dx.doi.org/10.1149/10701.14901ecst.

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Rapid urbanization has compelled the building industry to improve the soft soil grounds which otherwise are unsuitable for construction activities. Ground improvement helps achieve better performance by avoiding several problems like excessive settlements, large lateral flow of soft soil beneath the structures, and loss of global or local stability under operational loading conditions by modification of foundation soils. The growing quantities and types of waste materials, shortage of landfill spaces, and lack of natural earth materials highlight the urgency of finding innovative ways of recycling and reusing waste material additionally can reduce the demand for natural resources creating sustainable ecosystem. The aim of this experiment is to use crushed concrete debris (CCD) in soil stabilization. A series of experiments are to be carried out to develop an understanding on the performance of soft clay foundation beds reinforced using geosynthetic encased stone-concrete debris column. Model tests was conducted on clay reinforced with encased vertical columns filled with both CCD and aggregates. A comparative study is to be done and an assessment of ultimate bearing capacity of the composite ground is to be done. The column failure mechanism in the both the cases are to be carefully studied. Modal tests and later numerical analysis is done in PLAXIS 2D for analyzing the behavior of geosynthetic encased stone column stabilized clay bed numerically. Analyses were carried out using Mohr-Coulomb’s criterion. Lab conditions were simulated in PLAXIS for accurate comparison for same model tests.

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Deb, Kousik, N. Sivakugan, Sarvesh Chandra, and P. K. Basudhar. "Numerical Analysis of Multi Layer Geosynthetic-Reinforced Granular Bed over Soft Fill." Geotechnical and Geological Engineering 25, no. 6 (July 25, 2007): 639–46. http://dx.doi.org/10.1007/s10706-007-9136-5.

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22

Maheshwari, Priti, and Shubha Khatri. "Response of Infinite Beams on Geosynthetic-Reinforced Granular Bed over Soft Soil with Stone Columns under Moving Loads." International Journal of Geomechanics 13, no. 6 (December 2013): 713–28. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000269.

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23

Zhou, Xiao Jun, and Guo Rui. "Design of Structure and its Enclosure for Subaqueous Tunnel to Cross River in Urban Highway Line." Applied Mechanics and Materials 488-489 (January 2014): 390–93. http://dx.doi.org/10.4028/www.scientific.net/amm.488-489.390.

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This paper summarizes the design of reinforced concrete structure and its enclosure for a subaqueous tunnel used to cross a river in urban highway line. The tunnel mainly consists of open-cut section on river bank and cut-cover section under river bed. Their structure and enclosure are both illustrated in the paper according to site geology and general layout of urban highway line. The use of rotary bored pile and soil mixing wall to preserve the stability of open-cut foundation pit are summarized in the paper.

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Samueel, Zeena, Hussein Karim, and Mohammed Mohammed. "Performance of soft clay stabilized with sand columns treated by silica fume." MATEC Web of Conferences 162 (2018): 01007. http://dx.doi.org/10.1051/matecconf/201816201007.

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In many road construction projects, if weak soil exists, then uncontrollable settlement and critical load carrying capacity are major difficult problems to the safety and serviceability of roads in these areas. Thus ground improvement is essential to achieve the required level of performance. The paper presents results of the tests of four categories. First category was performed on saturated soft bed of clay without any treatment, the second category shed light on the improvement achieved in loading carrying capacity and settlement as a result of reinforcing with conventional sand columns at area replacement ratio = 0.196. The third set investigates the bed reinforced by sand columns stabilized with dry silica fume at different percentages (3, 5 and 7%) and the fourth set investigates the behavior of sand columns treated with slurry silica fume at two percentages (10 and 12%). All sand columns models were constructed at (R.D= 60%). Model tests were performed on bed of saturated soil prepared at undrained shear strength between 16-20 kPa for all models. For all cases, the model test was loaded gradually by stress increments up to failure. Stress deformation measurements are recorded and analyzed in terms of bearing improvement ratio and settlement reduction ratio. Optimum results were indicated from soil treated with sand columns stabilized with 7% dry silica fume at medium state reflecting the highest bearing improvement ratio (3.04) and the settlement reduction ratio (0.09) after 7 days curing. While soil treated with sand columns stabilized with 10% slurry silica fume provided higher bearing improvement ratio 3.13 with lower settlement reduction ratio of 0.57 after 7-days curing.

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Kumar, Arvind, Rajeev Bhatia, and B. Walia. "An experimental study on the load settlement behavior of a fiber-reinforced sand bed." International Journal of Geotechnical Engineering 5, no. 3 (July 2011): 343–50. http://dx.doi.org/10.3328/ijge.2011.05.03.343-350.

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Lawson, William D., Hoyoung Seo, James G. Surles, and Stephen M. Morse. "Impact of Specialized Hauling Vehicles on Load Rating Older, Bridge-Class, Reinforced Concrete Box Culverts." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 41 (June 11, 2018): 87–100. http://dx.doi.org/10.1177/0361198118781148.

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This paper describes the comparison of load ratings associated with application of three live load models recognized by AASHTO—AASHTO legal loads, the notional rating load including single-unit specialized hauling vehicles (SHVs), and the HL-93 design tandem live load—versus load ratings associated with application of the typical HS-20 standard truck. The test bed for this study was a statistically representative sample of Texas’ older bridge-class reinforced concrete box culvert structures. Rating factors were determined using the load factor rating method with demands calculated from a production-simplified, calibrated, two-dimensional soil–structure interaction model using linear elastic constitutive models for both concrete and soil. The study was motivated in part by research which showed that SHVs create force effects significantly greater than those from the HS-20 truck (for bridges proper), and recent federal policy mandating that states load rate their bridges for SHVs. Findings from this study indicate the standard HS-20 truck, and not SHVs or other legal or design loads, is the critical model for most culvert load rating applications. In particular, operating rating factors calculated from both the AASHTO legal loads and SHV models tend to be higher than corresponding rating factors calculated using the HS-20 standard truck, most of the time. The response is explained primarily by considering the relatively short span length of culvert structures and the load-attenuating benefit of cover soil above the culvert top slab. More detailed exploration of rating variables suggests interactions between culvert geometry, cover soil thickness, and the various types of applied vehicle loads.

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Lim Meng Siang, Alvin John, Ehab Hamad Sfoog, Nahla Naji, Sim Sy Yi, Nickholas Anting Anak Guntor, and Joewono Prasetijo. "Ground improvement using granular pile anchor system: resistance to heave and uplift pressure." Indonesian Journal of Electrical Engineering and Computer Science 19, no. 1 (July 1, 2020): 403. http://dx.doi.org/10.11591/ijeecs.v19.i1.pp403-411.

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<span lang="EN-GB">Expansive soil is found in many parts of the world where its major drawback is its expansion and shrinking property upon moisture absorption and drying during alternation of rainy-dry seasons. Due to its swelling-shrinkage repeated process, fatigue and distress cause crack to structures. Granular pile anchor (GPA) system is a pioneering technique that is utilised in reinforcing these expansive soils. Granular pile anchor (GPA) system is a pioneering technique that is utilised in reinforcing expansive soils. The GPA provides tensile resistance which arrest the exerted upward forces and hence reducing heave. Previous investigations have only focused on load-displacement relationships by utilizing the pull-out technique. In this technique, an external force pulls the GPA and the corresponding displacements are recorded. The results provide indication of the GPA resistance to the applied force. However, in real conditions the heave and expansion forces were developed as a result of the pressure caused by the water absorption which pushes the entire soil bed in the upward direction along with the GPA. Therefore, this paper is aimed to explore this concept by carrying experimental and numerical investigations on a small scale model for a single pile with a diameter of 4 cm, with lengths of 20 and 40 cm. Ultimately, the reinforced soil exhibits reduction in upward force and heave compared to the unreinforced soil. Also, verifications for the testing shows that the relationship between the upward force and heave exhibits almost linear relationship for both experimental and numerical investigations. Therefore, shallow foundations incorporated with a GPA system proves to effectively lessen the heave that occurs in expansive soils which in turn can solve problems for constructions.</span>

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Maheshwari, Priti. "ANALYSIS OF COMBINED FOOTINGS ON EXTENSIBLE GEOSYNTHETIC-STONE COLUMN IMPROVED GROUND." Journal of Civil Engineering, Science and Technology 8, no. 2 (October 5, 2017): 57–71. http://dx.doi.org/10.33736/jcest.439.2017.

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Analysis of combined footings resting on an extensible geosynthetic reinforced granular bed on stone column improved ground has been carried out in the present work. Various components of soil-foundation system have been idealized using lumped parameter modeling approach as: combined footing as finite length beam, granular layer as nonlinear Pasternak shear layer, geosynthetic reinforcement as elastic extensible membrane, stone columns as nonlinear Winkler springs and foundation soil as nonlinear Kelvin body. Hyperbolic constitutive relationships have been adopted to represent the nonlinear behavior of various elements of a soil-foundation system. Finite difference method has been employed to solve developed governing differential equations with the help of appropriate boundary and continuity conditions. A detailed parametric study has been conducted to study the effect of model parameters like applied load, flexural rigidity of footing, configuration of stone columns, ultimate bearing resistance of foundation soil and stone columns, tensile stiffness of geosynthetics and degree of consolidation on response of soil-foundation system by means of deflection and bending moment in the footing and mobilized tension in geosynthetic layer. These parameters have been found to have significant influence on the response of footing and the geosynthetic reinforcement layer. To quantify this, results have been nondimensionalized to produce design charts for ready use for the analysis of combined footings resting on such a soilfoundation system.

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., K. Vaitheswari, and S. Sathyapriya . "Experimental Study on Effect of Varying L/D Ratios of Steel Slag Columns on Bearing Capacity of Soft Clay." Asian Journal of Engineering and Applied Technology 7, no. 1 (March 5, 2018): 41–44. http://dx.doi.org/10.51983/ajeat-2018.7.1.864.

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Rapid urbanisation and growth of infrastructure in the present days resulted in dramatic increase in demand for land space. Presence of soft clay deposits in construction sites poses major problems to the structure resting on it during or after construction. A different approach for stabilization has been obtained by incorporation of steel slag columns, which is a by-product of steel manufacturing industry. Straight shafted granulated steel slag column group was adopted for which the ultimate load carrying capacity was derived from the lateral resistance offered by the surrounding soil. Floating type steel slag columns resting on soft clay layer was arranged in equilateral triangular pattern. This pattern of arrangement was preferred as it was known to provide a more uniform consolidation between columns as per IS 15284 (part 1).Well graded granulated steel slag of size range 2mm-10mm with specific gravity 3.57 and moisture content 2.76% was used. It also had an abrasion value, impact value and crushing strength of 5.47%, 27.75 % and 39.38% respectively. A comparison was made between unreinforced and reinforced soil and variations in bearing capacity and settlement was determined for different L/D ratios. L/D ratios of 3, 5, 6, 8, 10 for steel slag columns has been adopted .Settlement reduction factors for reinforced clay bed was found to be 1.75, 1.85, 2.53, 4.1, 6.1 times of unreinforced clay soil for the L/D ratios of 3, 5, 6, 8, 10 respectively. The bearing capacity factor Nc was obtained as 5.51, 9.09, 12.670, 15.71, 20.26, 24.83 for different L/D ratios of 3, 5, 6, 8, 10.

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Cholewa, Mariusz, Karol Plesiński, Katarzyna Kamińska, and Izabela Wójcik. "Stability evaluation of modernized bank protections in a culvert construction." E3S Web of Conferences 30 (2018): 01020. http://dx.doi.org/10.1051/e3sconf/20183001020.

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The paper presents stability evaluation of the banks of the Wilga River on a chosen stretch in Koźmice Wielkie, Małopolska Province. The examined stretch included the river bed upstream from the culvert on a district road. The culvert construction, built over four decades ago, was disassembled in 2014. The former construction, two pipes that were 1.4 m in diameter, was entirely removed. The investor decided to build a new construction in the form of insitu poured reinforced concrete with a 4 x 2 m cross section. Change of geometry and different location in relation to the river current caused increase in the flow velocity and, as a consequence, erosion of both protected and natural banks. Groundwater conditions were determined based on the geotechnical tests that were carried out on soil samples taken from the banks and the river bed. Stability calculations of natural slopes of the Wilga River and the ones protected with riprap indicate mistakes in the design project concerning construction of the river banks. The purpose of the study was to determine the stability of the Wilga River banks on a selected section adjacent to the rebuilt culvert. Stability of a chosen cross section was analysed in the paper. Presented conclusions are based on the results of geotechnical tests and numerical calculations.

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Yadav, J. S., K. Kumar, R. K. Dutta, and A. Garg. "Influence of positions of the geotextile on the load-settlement behaviour of circular footing resting on single stone column by 2D Plaxis software." Journal of Achievements in Materials and Manufacturing Engineering 2, no. 107 (August 1, 2021): 59–74. http://dx.doi.org/10.5604/01.3001.0015.3584.

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Purpose: This study aims to study the load – settlement behaviour of circular footing rested on encased single stone column. Design/methodology/approach: The effect of vertical, horizontal and combined verticalhorizontal encasement of stone column on the load carrying capacity were examined numerically. The effect of stone column dimension (80 mm and 100 mm), length (400 mm and 500 mm), and spacing of reinforcement on the load carrying capacity and reinforcement ratio were assessed. Findings: The obtained results revealed that the load carrying capacity of geotextile encased stone columns are more than ordinary stone columns. For vertically encased stone columns as the diameter increases, the advantage of encasement decreases. Whereas, for horizontally encased stone column and combined vertical- horizontal encased stone column, the performance of encasement intensifies as the diameter of stone column increases. The improvement in the load carrying capacity of clay bed reinforced with combined verticalhorizontal encased stone columns are higher than vertical encased stone columns or horizontal encased stone column. The maximum performance of encasement was observed for VHESC1 of D = 80 mm. Research limitations/implications: For this study, the diameter of footing and stone column was kept same. The interface strength factor between stone column and clay bed was not considered. Practical implications: The encased stone column could be use improve the laod bearing capacity of weak soils. Originality/value: Many studies are available in literature regarding use of geosynthetic as vertical encasement and horizontal encasement of stone column. The study on combined effect of vertical and horizontal encasement of stone column on load carrying capacity of weak soil is very minimal. Keeping this in view, the present work was carried out.

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Rikmann, Ergo, Ivar Zekker, Tõnis Teppand, Vello Pallav, Merrit Shanskiy, Uno Mäeorg, Toomas Tenno, Juris Burlakovs, and Jüri Liiv. "Relationship between Phase Composition and Mechanical Properties of Peat Soils Stabilized Using Oil Shale Ash and Pozzolanic Additive." Water 13, no. 7 (March 30, 2021): 942. http://dx.doi.org/10.3390/w13070942.

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Construction of road embankments in peatlands commonly involves replacement of the peat with a fill-up soil of an adequate load-bearing capacity. This usually requires a lowering of the water level, turning a peatland from a carbon sink to a source of greenhouse gases. Thus, alternatives are sought that are less costly in both economic and ecological terms. Mass-stabilization technology can provide a cheap substitute for Portland cement. Calcareous ashes (waste materials), supplemented with pozzolanic and alkali additives to facilitate and accelerate the setting and hardening processes, are attractive alternatives to soil excavation or replacement techniques. Silica fume and waterglass were used as pozzolanic agents and KOH as a soil-alkalizing agent. X-ray fluorescence (XRF), Fourier-transform infrared spectroscopy (FTIR), X-ray diffraction (XRD) analyses and stress–strain tests were performed for the hardened samples. Crystallization of alkali feldspars was observed in all test samples. Comparable hardening of peat soil was achieved for both ashes. It was shown that the ashes of Estonian kukersite (oil shale) from both pulverized firing and a circulating fluidized bed incineration process (produced in energy sector as quantitatively major solid waste in Estonia) can be used as binding agents for peat stabilization, even without the addition of Portland cement. Hardened peat soil samples behaved as a ductile material, and the cellulose fibers naturally present in peat gave the peat–ash composite plasticity, acting mechanically in the same way as the steel or glass fiber in ordinary reinforced concrete. The effect of peat fiber reinforcement was higher in cases of higher load and displacement of the composite, making the material usable in ecological constructions.

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Zeini, Husein Ali, Nabeel Katfan Lwti, Hamza Imran, Sadiq N. Henedy, Luís Filipe Almeida Bernardo, and Zainab Al-Khafaji. "Prediction of the Bearing Capacity of Composite Grounds Made of Geogrid-Reinforced Sand over Encased Stone Columns Floating in Soft Soil Using a White-Box Machine Learning Model." Applied Sciences 13, no. 8 (April 20, 2023): 5131. http://dx.doi.org/10.3390/app13085131.

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Stone columns have been extensively advocated as a traditional approach to increase the undrained bearing capacity and reduce the settlement of footings sitting on cohesive ground. However, due to the complex interaction between the soil and the stone columns, there currently needs to be a commonly acknowledged approach that can be used to precisely predict the undrained bearing capacity of the system. For this reason, the bearing capacity of a sandy bed reinforced with geogrid and sitting above a collection of geogrid-encased stone columns floating in soft clay was studied in this research. Using a white-box machine learning (ML) technique called Multivariate Polynomial Regression (MPR), this work aims to develop a model for predicting the bearing capacity of the referred foundation system. For this purpose, two hundred and forty-five experimental results were collected from the literature. In addition, the model was compared to two other ML models, namely, a black-box model known as Random Forest (RF) and a white-box ML model called Linear Regression (LR). In terms of R2 (coefficient of determination) and RMSE (Root Mean Absolute Error) values, the newly proposed model outperforms the two other referred models and demonstrates robust estimation capabilities. In addition, a parametric analysis was carried out to determine the contribution of each input variable and its relative significance on the output.

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Raghavendra, H. B. "Analysis of soil-reinforcement interaction in reinforced soil beds." Proceedings of the Institution of Civil Engineers - Ground Improvement 161, no. 1 (February 2008): 9–15. http://dx.doi.org/10.1680/grim.2008.161.1.9.

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Alibekov, A. K., and G. A. Аlibekov. "MODELS FOR DETERMINING MAXIMUM DEGREE FILLING CHANNELS OF CIRCULAR SECTION SHAPE." Herald of Dagestan State Technical University. Technical Sciences 46, no. 2 (August 28, 2019): 28–36. http://dx.doi.org/10.21822/2073-6185-2019-46-2-28-36.

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Objectives The task was to obtain a model for determining the maximum possible degree of filling the circular section channels in the earthen channel based on the condition of ensuring the stability of slopes and the minimum volume of excavation during their construction, as well as finding the optimum degree of filling fortified channels of a closed profile corresponding to maximum throughput.Method In work analytical methods of differential calculus and the solution of implicit equations are used.Result The experience of domestic and foreign researchers was taken into account to solve the set tasks, select research methods and criteria for optimizing channel parameters. Two cases of circular-shaped channels are considered: 1) in the earth channel, 2) reinforced with a closed transverse profile. For the case of a hydraulically most advantageous circular channel in the earthchannel channel, equating the first derivative of the equation of a circle with the reciprocal of the allowable embedding coefficient of the slopes obtained an analytical solution for determining the maximum degree of filling from the slope stability condition, which was not dependent on hydraulic flow elements. In the case of non-cohesive soils that form the channel, the circular channel can be filled to a depth not exceeding 20 percent of the channel radius. At the same time, the average flow rate should remain in the range from non-venting to non-blurring. In order to be able to determine the flow rate, analytical expressions are given for finding hydraulic flow elements in a circular channel. When determining the volume of excavation for the construction of the channel, the excess of the channel edge above the maximum water level in the channel was taken into account. For the case of a fortified channel of a closed transverse profile, by taking the derivatives from the Chezy formula, we obtained the optimal values of flow rate and average velocity.Conclusion A fortified closed circular profile channel has a maximum capacity with a relative degree of filling of 0.938, and the maximum average velocity of a fluid in a pressureless channel is achieved with a degree of filling of 0.815. To determine the maximum permissible relative degree of filling in the case of a circular section channel in the earthen channel, analytical dependences were obtained, before using which, according to the reference literature, it is necessary to take the value of the slope coefficient for this type of channel bed soil.

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Liu, Chungang, Huanjun Bi, Dong Wang, and Xiaoning Li. "Stability Reinforcement of Slopes Using Vegetation Considering the Existence of Soft Rock." Applied Sciences 11, no. 19 (October 4, 2021): 9228. http://dx.doi.org/10.3390/app11199228.

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This study investigates the effectiveness of vegetation reinforcement on the stability of a slope with red-bed soft rock in a slope along the Xining-Chengdu railway, China. Four kinds of vegetation were considered to reinforce the soil and the slope. The rooted soil parameters were determined based on the laboratory tests. A numerical model was developed based on the actual geometry and soil layer distributions. The soils were modeled as elastic perfectly plastic materials and the vegetation reinforcement was represented as addition cohesion of a series of subsoil layers within a given depth. The effectiveness of vegetation on slope reinforcement under both dry and rainfall conditions was investigated regarding this case. The potential failure surface and corresponding factor of safety of the red-bed soft rock slope for those different conditions were analyzed and compared. It has been found that the addition of vegetation increased the safety of slope stability whether the slope is under a dry condition or a rainfall condition, while the increasing proportion of factor of safety due to vegetation reinforcement for this case is very limited. The results and findings in this study are still significant for the practitioner to evaluate the reasonability of vegetation reinforcement.

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Dash, Sujit Kumar, K. Rajagopal, and N. R. Krishnaswamy. "Behaviour of geocell-reinforced sand beds under strip loading." Canadian Geotechnical Journal 44, no. 7 (July 1, 2007): 905–16. http://dx.doi.org/10.1139/t07-035.

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A series of laboratory model tests have been performed to study the behaviour of geocell-reinforced sand beds under strip loading. The strain in geocell walls, pressure transmitted to the subgrade soil, and deformations in the subgrade were measured during the tests to develop an understanding of the mechanism of geocell reinforcement. The pattern of strain variation in the geocell walls indicates that the geocell mattress behaves as a composite beam supported by the subgrade soil. The load dispersion in the geocell mattress is found to be governed by factors such as geometry of the geocell layer and its placement position under the footing.Key words: soil reinforcement, geocell, sand, behaviour, strip loading.

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Shivashankar, Ramaiah, and Jayamohan Jayaraj. "Behaviour of Prestressed Geosynthetic Reinforced Granular Beds Overlying Weak Soil." Indian Geotechnical Journal 44, no. 1 (August 10, 2013): 26–38. http://dx.doi.org/10.1007/s40098-013-0070-6.

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Maheshwari, Priti, P. K. Basudhar, and S. Chandra. "Modeling of Beams on Reinforced Granular Beds." Geotechnical and Geological Engineering 24, no. 2 (April 2006): 313–24. http://dx.doi.org/10.1007/s10706-004-7548-z.

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Dutta, Sushovan, and J. N. Mandal. "Numerical Analyses on Cellular Mattress–Reinforced Fly Ash Beds Overlying Soft Clay." International Journal of Geomechanics 17, no. 4 (April 2017): 04016095. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000772.

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Isakov, A. L., V. A. Grigorashchenko, V. D. Plavskikh, and A. E. Zemtsova. "Experimental studies of the deformation of soil beds reinforced with rod elements." Soil Mechanics and Foundation Engineering 35, no. 2 (March 1998): 51–54. http://dx.doi.org/10.1007/bf02465907.

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Murakonda, Pavani, and Priti Maheshwari. "Soil–Structure Interaction of Plates on Extensible Geosynthetic-Stone Column Reinforced Earth Beds." Geotechnical and Geological Engineering 38, no. 3 (January 28, 2020): 3067–86. http://dx.doi.org/10.1007/s10706-020-01207-7.

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Duan, Bao Fu, Ying Lei Zhu, Lei Li, and Sheng Zhi Wu. "The Construction Technology and Numerical Simulation on Tunnels Throughing Fault Fracture Zone with Rich Water." Applied Mechanics and Materials 170-173 (May 2012): 3241–44. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.3241.

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Fault fracture zone with rich water has some bad geological conditions such as low strength, deformation, strong water permeability, poor water resistance. Landslide has been happened because the water permeability. This paper is based on Yan-jia Tunnel in HuBei-Guzhu Highway. For the bad geological conditions, WSS is taken as the advanced support method to reinforce soil and stop watering. The method has improved the construction condition. To reduce the excavation area in one time and the disturbance to surrounding soil, the construction method of meshshotcreting firstly is adopted. The paper also do the numerical simulation with the numerical calculation tool of the software ABAQUS. The result is basically consistent with the field measurements, which has significance on the subsequent design and construction of underground projects with similar geological conditions

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Wang, Pei Xin, Tao Cui, Jing Shan Shi, and Ren Ping Dai. "Analysis and Treatment of Diaphragm Wall Intrusion-Clearance of Metro Station in Soft Ground." Advanced Materials Research 374-377 (October 2011): 2232–38. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2232.

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Based on an engineering example of intrusion-clearance of diaphragm wall, the mechanism and effect factors of intrusion-clearance are discussed by monitoring data and numerical analysis. The research result shows that the deviation of diaphragm wall, bad quality of improved soil and insufficient outward-moving of diaphragm wall cooperatively lead to intrusion-clearance, and the first has a significant effect. Moreover, dewatering of foundation pit also cause deformation of diaphragm wall, which accounts for more than 25% of the deformation during excavation, but usually despised in construction. The improving effect of reinforced soil attributes more to the deformation of diaphragm wall, especially the area closed to diaphragm wall. Some remedies and precautions are also given in this article, which could provide references of design and construction for similar projects.

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Aboobacker, Faby Mole Pothiyil, Sireesh Saride, and Madhav Rama Madhira. "Numerical modelling of strip footing on geocell-reinforced beds." Proceedings of the Institution of Civil Engineers - Ground Improvement 168, no. 3 (August 2015): 194–205. http://dx.doi.org/10.1680/grim.13.00015.

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Dash, S. K., S. Sireesh, and T. G. Sitharam. "Behaviour of geocell-reinforced sand beds under circular footing." Proceedings of the Institution of Civil Engineers - Ground Improvement 7, no. 3 (July 2003): 111–15. http://dx.doi.org/10.1680/grim.2003.7.3.111.

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Raghavendra, H. B. "Effect of properties and length of reinforcement on load-carrying capacity of reinforced soil beds." Proceedings of the Institution of Civil Engineers - Ground Improvement 8, no. 3 (January 2004): 121–26. http://dx.doi.org/10.1680/grim.2004.8.3.121.

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Venkateswarlu, Hasthi, and A. Hegde. "Isolation Prospects of Geosynthetics Reinforced Soil Beds Subjected to Vibration Loading: Experimental and Analytical Studies." Geotechnical and Geological Engineering 38, no. 6 (July 3, 2020): 6447–65. http://dx.doi.org/10.1007/s10706-020-01447-7.

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Shivashankar, Ramaiah, and Jayamohan Jayaraj. "Effects of prestressing the reinforcement on the behavior of reinforced granular beds overlying weak soil." Geotextiles and Geomembranes 42, no. 1 (February 2014): 69–75. http://dx.doi.org/10.1016/j.geotexmem.2013.08.008.

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Gong, Yafeng, Jiaxiang Song, Yulong He, and Guirong Ma. "Value Coefficient of Polyethylene Fiber Soil Embankment Slope Based on Response Surface Analysis." Polymers 14, no. 20 (October 13, 2022): 4295. http://dx.doi.org/10.3390/polym14204295.

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The utilization of polymers can strengthen soil, but at a high price. In this study, value coefficients were proposed to evaluate the cost-effectiveness of fiber-reinforced roadbeds, and the effects of embankment-slope-influencing factors on the value coefficients were analyzed by response surface methodology. Ultrahigh-molecular-weight polyethylene fiber (UPEF) was used as the reinforcement material for soil. First, the shear strength parameters of fiber soil with different fiber diameters were obtained from the direct shear tests to set the parameters of the finite element models. Second, three factors, namely filling height, slope angle, and fiber diameter, were selected as input parameters based on the Box–Behnken Design (BBD) experimental design method, and their effects on the value coefficient of the fiber soil embankment slope were investigated. Finally, the design parameters at the maximum value coefficient of the fiber soil embankment slope were determined based on the results of the response surface analysis. The results indicated that the addition of UPEF could effectively improve the cohesion of the soil; the interaction between the filling height and fiber diameter is most obvious. The optimization of design parameters based on the value coefficient of the fiber soil slope is a slope-engineering design method considering comprehensive benefits.

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Journal articles on the topic 'Reinforced Soil Bed'

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