Load Bearing Capacity of Footing Resting on the Fly Ash Slope with Multilayer Reinforcements

Gill, K. S.; Choudhary, Anil K.; Jha, J. N.; Shukla, Sanjay Kumar

doi:10.1061/9780784412121.438

Cited by 8 publications

(5 citation statements)

References 11 publications

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“…EI Sawwaf (2007) reported that reinforcement length (L r ) beyond 5B did not increase the ultimate load of footing significantly. Gill et al (2012) based on the numerical study reported that no significant increase in ultimate bearing capacity was obtained once L r /B ratio reaches to 7.0. Therefore length of the reinforcing layer (L r ) in the present investigation was kept constant and is equal to 7.0B throughout the test programme.…”

Section: Fig 5 Schematic Test Arrangementmentioning

confidence: 96%

“…Although several studies have been reported on the behaviour of footing constructed on stabilized sand slopes (Selvadurai and Gnanendran 1989, Huang et al 1994, Lee and Manjunath 2000, Yoo 2001, EI Sawwaf 2007, Alamshahi and Hataf 2009, Mittal et al 2009, but limited studies are available in the literature on load-carrying capacity behaviour of footing resting on reinforced fly ash/coal or pond ash slopes (Choudhary and Verma 2001, Gill et al 2011, 2012. The load-bearing capacity determination technique is an important part for a safe and economical design of footings on reinforced slopes.…”

Section: Introductionmentioning

confidence: 98%

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Large Model Footing Load Test on Multi-Layer Reinforced Coal Ash Slope

Gill¹,

Choudhary

Jha

et al. 2013

Geo-Congress 2013

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Use of Coal ash as structural fills to support footings in low-lying areas can be a cost-effective solution to ash disposal problems. In some applications, especially when footings are constructed near the crest of the ash fill slope, this ash disposal solution may not meet the foundation requirements due to poor load-bearing capacity. Inclusion of horizontal geosynthetic reinforcements within the fill may be one of the most viable solutions in improving the loadbearing capacity of coal ash slope. Most information available in the literature for reinforced soil slope is based on small-scale laboratory model tests but field tests on prototype foundations give more realistic results. In view of the difficulties in accurately modeling full-scale behavior with small-scale laboratory models, practitioner generally does not adopt this result in the field. Therefore in the present investigation, large-scale model footing tests on reinforced coal ash slope were conducted in the laboratory. Prototype geogrid was used as reinforcement. The variables were number of reinforcement and edge distance of footing from the slope crest. The aim of this investigation was to find out the efficacy of multilayer reinforcements in improving the load-bearing capacity of coal ash slope. The results were found to be encouraging and may have practical applications.

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Section: Fig 5 Schematic Test Arrangementmentioning

confidence: 96%

Section: Introductionmentioning

confidence: 98%

Large Model Footing Load Test on Multi-Layer Reinforced Coal Ash Slope

Gill¹,

Choudhary

Jha

et al. 2013

Geo-Congress 2013

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“…Bhardwaj and Mandal [5] presented the study on the behaviour of polypropylene fiber reinforced fly ash slopes. Pointing out the availability of the limited investigations in the literature on load carrying capacity of reinforced fly ash slopes, Choudhary and co-authors [9,19,30] reported experimental, theoretical and numerical studies on the bearing capacity behaviour of strip footing on reinforced fly ash slope. Nadaf and Mandal [40] presented model studies on fly ash slopes reinforced with planer steel grids.…”

Section: Review Of Literaturementioning

confidence: 99%

“…finite difference, finite element, discrete element) have gained popularity in the design practices as they can model several parameters precisely which can not be accounted for in the experimental or theoretical works. There have been few significant studies [1,2,4,5,8,19,20,23,24,28,29,[31][32][33]39] which reported the numerical analysis of the reinforced embankment slope of sand or other types of slopes, [19] and 2013 presented the numerical analysis of the geogrid reinforced fly ash slope in conjunction with the experimental studies. Yet much needs to be investigated with respect to numerical analysis, particularly in the context of the safe and economical design of footings resting on reinforced embankment slopes made up different Pozzolanic waste materials.…”

Section: Review Of Literaturementioning

confidence: 99%

Numerical analysis of reinforced embankment slopes made up of pozzolanic waste materials

2020

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The paper presents the numerical study of the bearing capacity behavior of the model footing placed on the top of reinforced embankment slopes made up of Pozzolanic waste materials such as fly ash and ground granulated blast furnace slag (GGBFS). The present investigation is aimed at studying the efficacy of the different types of reinforcement (geogrid and rubbergrid) in improving the load bearing capacity of the embankment slopes made up of waste materials. The effect of various parameters such as slope angle, location of the footing with slope crest, embedment depth of the reinforcement is studied on the strength behavior of the embankment. The analysis is carried out on unreinforced fly ash and GGBFS embankments for three slope angles and three locations of the footing with respect to slope crest, i.e., edge distance. The fly ash slopes reinforced with geogrid and rubber grid reinforcement is also analyzed for all the three slope angles and edge distances as that in unreinforced fly ash embankment slope and further, for various embedment depths of the layer of reinforcement. The GGBFS embankment reinforced with geogrid layer is analyzed with respect to critical slope angle and edge distance and optimum embedment depth of the reinforcement deduced from the unreinforced fly ash and GGBFS embankment and reinforced fly ash embankment. The analysis demonstrated that the load carrying capacity of the embankment slope decreases with increase in slope angle and edge distance in respect of unreinforced and reinforced fly ash slope and the optimum embedment depth ratio seems to be 1.2. Further, the rubbergrid reinforcement is found to perform better than the geogrid. The performance of geogrid reinforced GGBFS embankment is also noteworthy. The study underscores the effective utilization of Pozzolanic waste materials as the embankment slope and the rubbergrid derived out of discarded tyres.

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“…This solves the problems associated with the disposal of fly ash. According to two dimensional finite element analysis on reinforced fly ash slope carried by Gill et al(2011) fly ash can be used successfully as an embankment fill material.…”

Section: Introductionmentioning

confidence: 99%

Numerical Study of Behavior of Square Footing on Geogrid-Reinforced Flyash Beds Under Static Loading

Bindiya¹,

Gangadhara²,

Muddaraju³

et al. 2014

IJRET

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The technique of ground improvement using geosynthetics has been developed extensively over the last few decades, in particular to those applied in pavement and foundation engineering. Fly ash is a naturally-cementations coal combustion by-product. Coal-based thermal power plants all over the world face serious problems of handling and disposal of the ash produced. Hence attempts are being made to utilize the ash rather than dump it. The main objective of this research study is to investigate the potential benefits of using the reinforced soil foundations to improve the load carrying capacity and reduce the settlement of shallow foundations on flyash. Numerical modelling is performed using PLAXIS version 8.2 which is finite element code for soil and rock analysis and is capable of modelling reinforced soils. A series of finite element analysis were performed to study the effectiveness of the reinforcement distribution (i.e, number of reinforcement layers and the spacing between the reinforcement layers) on the behaviour of the square footing on flyash beds. The dimensions of the tank used in analysis are 11m diameter and 3.6m height. The mild steel footing is used with the dimensions of 1m width and 0.04 m thickness respectively. The loading condition used for the present study is Point load. The input values of point loads are given in force per unit width (kN/m). The static loads are applied up to 50mm settlement. The analysis demonstrates that the reinforced flyash beds perform better than the unreinforced flyash beds. The performance of footing improves with increase in number of reinforcement layers. As the spacing between the reinforcement increases settlement will reduces.

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Load Bearing Capacity of Footing Resting on the Fly Ash Slope with Multilayer Reinforcements

Cited by 8 publications

References 11 publications

Large Model Footing Load Test on Multi-Layer Reinforced Coal Ash Slope

Large Model Footing Load Test on Multi-Layer Reinforced Coal Ash Slope

Numerical analysis of reinforced embankment slopes made up of pozzolanic waste materials

Numerical Study of Behavior of Square Footing on Geogrid-Reinforced Flyash Beds Under Static Loading

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