madhavi latha gali p. raghuveer rao editors construction

Lecture Notes in Civil Engineering

Madhavi Latha GaliP. Raghuveer Rao Editors

Construction in Geotechnical EngineeringProceedings of IGC 2018

Lecture Notes in Civil Engineering

Volume 84

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Madhavi Latha Gali • P. Raghuveer RaoEditors

Construction in GeotechnicalEngineeringProceedings of IGC 2018

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EditorsMadhavi Latha GaliDepartment of Civil EngineeringIndian Institute of ScienceBangalore, Karnataka, India

P. Raghuveer RaoDepartment of Civil EngineeringIndian Institute of ScienceBangalore, Karnataka, India

ISSN 2366-2557 ISSN 2366-2565 (electronic)Lecture Notes in Civil EngineeringISBN 978-981-15-6089-7 ISBN 978-981-15-6090-3 (eBook)https://doi.org/10.1007/978-981-15-6090-3

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Preface

Indian Geotechnical Conference IGC-2018 was held at the National ScienceComplex of the Indian Institute of Science, Bangalore, during 13–15 December2018. This is the annual conference of the Indian Geotechnical Society (IGS),which was established in the year 1948 with the aim to promote cooperation amongengineers, scientists and practitioners for the advancement and dissemination ofknowledge in the field of Geotechnical Engineering. IGC-2018 was a special eventsince it coincided with the 70 years Celebrations of IGS.

The conference was a grand event with about 700 participants. The conferencewas inaugurated on 13th December in the presence of the President of IGSProf. G. L. Sivakumar Babu and the Chief Guest, Prof. E. C. Shin, Vice-presidentAsia, International Society of Soil Mechanics and Geotechnical Engineering(ISSMGE). The conference had 14 keynote lectures and 12 theme lectures pre-sented by eminent academicians and practitioners from different parts of the world.A total of 313 technical papers under 12 different themes of the conference werepresented during the conference in 19 oral presentation sessions and 10 digitaldisplay sessions. All the participants of the conference had a common vision ofdeliberating on current geotechnical engineering research and practice and tostrengthen the relationship between scientists, researchers and practicing engineerswithin the fields of geotechnical engineering and to focus on problems that arerelevant to society’s needs and develop solutions. The conference acted as a plat-form to academicians and field engineers to interact, share knowledge and expe-riences and identify potential collaborations. The conference also providedopportunity to many young students, researchers and engineers and helped them toget connected to people involved in geotechnical engineering research and practiceand national and international groups and technical committees.

All papers submitted to IGC-2018 had undergone a peer-review process andsubsequently revised before being accepted. To publish conference proceedingsthrough Springer, selected papers from the conference were grouped into fourdifferent volumes, namely, Geotechnical Characterization and Modelling,Construction in Geotechnical Engineering, Geohazards and Problematic Soils andGround Improvement. This book on Construction in Geotechnical Engineering

v

contains 56 chapters written on various technical aspects, challenges, testingmethods and case studies related to geotechnical engineering constructionsincluding foundations, retaining walls, dams, roads, waste disposal facilities, stonecolumns and underground structures.

We sincerely thank the Indian Geotechnical Society, especiallyProf. G. L. Sivakumar Babu, President, IGS and Prof. J. T. Shahu, HonorarySecretary, IGS for their great support in organizing the conference. We also thankthe Organizing committee of IGC-2018, Prof. P. V. Sivapullaiah, Conference chair,Prof. H. N. Ramesh, Conference Vice-chair, Dr. C. R. Parthasarathy,Prof. P. Anbazhagan and Prof. K. V. Vijayendra, Organizing Secretaries,Prof. K. Vijaya Bhaskar Raju, Treasurer, for all their hard work, long workinghours spent and responsibility shared in planning and executing various tasks of thisoutstanding event. The unconditional support extended by the Conference advisorycommittee, Technical committee, Sponsors of the conference, Keynote Speakers,Theme speakers, Session chairs, Session coordinators, Student volunteers, partici-pants, presenters and authors of the technical papers in making the conference agrand success is sincerely appreciated. We thank the entire Springer Team, inparticular Swati Meherishi, Rini Christy Xavier Rajasekaran, Muskan Jaiswal andAshok Kumar for their hard work and support in bringing out the proceedings ofIGC-2018.

Bangalore, India Madhavi Latha GaliP. Raghuveer Rao

vi Preface

Contents

Increasing the Yield of Ring Wells by User Friendly Method . . . . . . . . 1H. S. Prasanna, S. C. Harshavardhan, A. R. Chaitra, P. K. Pooja,and P. Beeresha

Study on the Effect of Soil as a Filler in FoamedConcrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17K. S. Kavya, K. K. Jithiya, N. Athulya Vijay, Jiji L. Jayan, M. Karthik,Y. Sheela Evangeline, and Sajan K. Jose

Effect of Variation of In Situ Moisture Content on Pullout Capacityof Grouted Soil Nail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27Avishek Ghosh, Sayantan Chakraborty, and Ashish Juneja

Behavior of Instrumented Piles Under Different Loadingand Soil Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41Anshul Gautam and Satyendra Mittal

Effect of Piles on the Design of Raft Foundation . . . . . . . . . . . . . . . . . . 57L. M. Malavika, V. Balakumar, and S. S. Chandrasekaran

Interaction Effect on Laterally Loaded Piles in CohesionlessDeposit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 81Sachchidanand Kushwaha and Ashok Kumar Khan

Review of Load Test Performance of Base Grouted Concrete Piles . . . . 99D. Nagarajan, K. Raja Rajan, and T. Vijayakumar

Uplift Capacity of Single-Belled Anchor in CohesionlessFoundation Media . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 119Tanaya Deb and Sujit Kumar Pal

Effect of Footing Shapes and Reinforcement on Bearing Capacityof Three Adjacent Footings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 135S. S. Saraf and S. S. Pusadkar

vii

Analysis of Torpedo Anchors for Mooring Operations . . . . . . . . . . . . . 149S. Keerthi Raaj, R. Sundaravadivelu, and Nilanjan Saha

Ground Improvement for Foundations of Structures Using StoneColumn—Case Study on Road Connectivity to ICTT, VallarpadamPort in Cochin, Kerala, India . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 161Avik Kumar Mandal, S. Sailesh, and Pradyot Biswas

Combined Piled Raft Foundation (CPRF) System for PolymerizationLoop Reactor Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 185P. Jayarajan and K. M. Kouzer

Bearing Capacity Estimation of Shallow Foundations on DenseSand Underlain by Loose Sand Strata Using Finite ElementsLimit Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 203Pragyan Paramita Das and Vishwas N. Khatri

Lateral and Uplift Capacities of Barrette Pile in Sandy Soil . . . . . . . . . 215Anju Kumari, S. W. Thakare, and A. I. Dhatrak

Analyses of Footing Resting on Confined Layered Sandy Soil . . . . . . . . 237Apoorva M. Kulkarni, S. W. Thakare, and A. I. Dhatrak

Analyses of Shell Footing in Layered Sandy Soil . . . . . . . . . . . . . . . . . . 255A. I. Dhatrak, P. S. Yaldarkar, and S. W. Thakare

Performance of Suction Pile Anchor for Floating OffshoreStructures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 271S. W. Thakare, Aparna H. Chavan, and A. I. Dhatrak

Image-Based Measurements to Estimate Bearing Capacity of HollowDriven Piles Under Impact Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . 285G. Sreelakshmi, Asha M. N., Divya Viswanath, Y. N. Yogesh kumar,and S. Vinodini

Experimental Analysis and Validation Techniques of Piled-RaftFoundation System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 299R. Vignesh and M. Muttharam

Prediction of Ultimate Uplift Capacity of Short Pilesin Sandy Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315R. M. Thejaswini, L. Govindaraju, and V. Devaraj

Experimental Investigation of Piled Raft Foundation UnderCombined Vertical, Lateral and Moment Loads . . . . . . . . . . . . . . . . . . 325Diptesh Chanda, Rajib Saha, and Sumanta Haldar

Study on Cyclic Pile Load Test of Pile Socketed in Rock . . . . . . . . . . . . 339A. P. Sumisha and Arvee Sujil Johnson

viii Contents

Uplift Capacities of Inclined Double-Plate Circular Anchorsat Shallow Depths in Sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 353B. Vidya Tilak and N. K. Samadhiya

Analysis and Design of Pile Foundations for a SewageTreatment Plant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 363S. Samarth, S. Nethravathi, M. S. Nagakumar, and G. Venugopal

Analytical and Numerical Analysis of Piled-Raft Foundationof Storage Tank . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 373Mahdi O. Karkush and Ala N. Aljorany

Comparative Study of Methods for Analysis of Laterally LoadedWell Foundation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 385Ramyasri Rachamadugu and Gyan Vikash

Influence of Shape of Footing on Coefficient of Elastic UniformCompression of Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 399C. N. V. Satyanarayana Reddy and S. Swetha

Effective Cut Slope of Rock Slope Along NH-44 . . . . . . . . . . . . . . . . . . 405Promit Kumar Bhaumik, Rituraj Devrani, Apurba Das,S Sreedeep, and S. B. Prasath

Raising of Ash Pond for Augmented Storage . . . . . . . . . . . . . . . . . . . . . 417B. V. Sushma

Possible Use of High Draining Material in Core of Earth Damwith Admixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 433Saroj Kundu, Pritam Dhar, and B. C. Chattopadhyay

Experimental Study on Cantilever Sheet Pile Wall . . . . . . . . . . . . . . . . 445Aparna and N. K. Samadhiya

Effects of Geogrid and Floating Piles on Performance of HighwayEmbankment Constructed Over Clayey Soil . . . . . . . . . . . . . . . . . . . . . 455Dinesh Kumar Verma and Baleshwar Singh

Dynamic Behavior of Retaining Wall Back Paneled by Waste TireShredded Rubber Fiber—An Experimental Study . . . . . . . . . . . . . . . . . 465Upendra Modalavalasa, Shyam A. Hatiwala, Brijesh K. Agarwal,Swapnali Pawar, and Jignesh B. Patel

Suitability of Fly ash in Raising the Embankments . . . . . . . . . . . . . . . . 483Teja Munaga, Pothula Sai Charan, Mathew Sai Kiran Raju, Lahir Yerra,Bilal Kothakota, and Gonavaram Kalyan Kumar

Displacement-Based Analysis of Retaining Wallwith Constrained Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 493Godas Srikar, Satyendra Mittal, Sumit Bisht, and Ankarapu Sindhuja

Contents ix

Behaviour of Strip Footing Resting on PretensionedGeogrid-Reinforced Ferrochrome Slag Subgrade . . . . . . . . . . . . . . . . . . 503Atul Kumar, Anil Kumar Choudhary, and Sanjay Kumar Shukla

Dynamic Response of Tall Chimneys on Pile–Raft FoundationSubjected to Wind Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 521L. Lakshmi, Monu Lal Burnwal, Samit Ray Chaudhuri,and Prishati Raychowdhury

Construction Dewatering for Underground Station in UrbanEnvironment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 537K. Raja Rajan, D. Nagarajan, and T. Vijayakumar

Investigations On the Impact of Sub-Structureson Groundwater Flow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 557Rohitha P. Kamath and N. Unnikrishnan

Application of Jet Grouting for Geotechnical Challenges . . . . . . . . . . . . 565Akhila Manne, P. V. S. R. Prasad, and Madan Kumar Annam

Optimal Foundation Solution for Residential Projects . . . . . . . . . . . . . . 579B. Vani and Madan Kumar Annam

Reanalysis of Failure of Soil-Nailed Shoring Systemand Remedial Measures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 589S. Vibha, S. P. Srinivas, and G. L. Sivakumar Babu

Determination of Compacted Dense Sand Layer Thickness on LooseSand Using Odemark’s Method for Design of Shallow Foundation . . . . 599Partha Pratim Biswas, Manoj Kumar Sahis, and Agnimitra Sengupta

Reliability Analysis on Fatigue and Rutting Failures of FlexiblePavement with the Variation of Surrounding Atmospheric Conditionand Mix Design of Bitumen . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 607Sourav Mitra, Saurav Pal, and Pritam Aitch

Application of Under Sleeper Pads to Enhance the Sleeper-BallastInterface Behaviors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 619Sinniah K. Navaratnarajah and Buddhima Indraratna

Strengthening of Weak Subgrade Using Geocell . . . . . . . . . . . . . . . . . . 637G. Sridevi, G. Sudarshan, and A. Shivaraj

Stresses Induced on Existing Pipeline Due to Layingof New Pipeline . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 645Seema Gurnani, Altaf Usmani, and Charanjit Singh

Some Studies on Pavements on Flyash-StabilizedExpansive Subgrades . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 655D. Nigade-Saha Sanjivani and B. V. S. Viswanadham

x Contents

Comparison of Geostatistical Technique to Assess the Safe Zonesof Water Storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 677Sunayana, Vikas Kumar, and Komal Kalawapudi

Pullout Capacity of Ground Anchors in Non-homogeneousCohesive–Frictional Soil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 691Soumya Sadhukhan and Paramita Bhattacharya

Settlement Analysis of Single Circular Hollow Pile . . . . . . . . . . . . . . . . 703Ravikant S. Sathe, Jitendra Kumar Sharma, and Bharat P. Suneja

Effect of Excavation on the Settlement of Adjacent Structures . . . . . . . 713M. S. Aswathy, Achal Mittal, and Sidharth Behera

Full-Scale Load Test on Bored Cast in situ Piles—A Case Study . . . . . . 723B. V. S. Viswanadham and Pankaj Kumar

Review of Historic Forensic Geotechnical Engineering . . . . . . . . . . . . . . 733Leonardo Souza and Purnanand Savoikar

Machine-Induced Vibration Isolation Using Geocell Reinforcement . . . . 755K. N. Ujjawal and A. Hegde

Contents xi

About the Editors

Dr. Madhavi Latha Gali is a Professor in the Department of Civil Engineering,Indian Institute of Science (IISc) Bangalore, India. She completed her Ph.D. fromIndian Institute of Technology Madras, and has previously worked as apost-doctoral fellow and assistant professor at IISc and IIT Guwahati respectively.Professor Latha is a member of various professional bodies including IGS,ISSMGE and ISRM, and is the Editor-in-Chief of the Indian Geotechnical Journal,and an Editorial board member in many reputed journals. Her research workfocuses on fundamental aspects of soil and ground reinforcement, and she hasauthored 70 journal articles, 4 book chapters and has developed a web-course onGeotechnical Earthquake Engineering on the NPTEL platform, sponsored by theMinistry of Human Resources Development, Government of India.

Dr. P. Raghuveer Rao is Principal Research Scientist at Department of CivilEngineering and involved in teaching, research and consultancy in the broad area ofgeotechnical engineering. He has been working with the department since 1989 andhas been teaching courses related to subsurface exploration and soil testing, Earthretaining structures, behavior and testing of unsaturated soils, and fundamental ofsoil behavior for Masters and Doctoral students. His research interests aregeotechnical instrumentation, slope stability analysis, numerical modelling,mechanics of unsaturated soils, contaminant transport through soil and reinforcedearth structures. He has conducted several field and laboratory tests for design offoundations of different structures like buildings, turbo-generator and water tanks.He has analyzed stability of several embankments, tailing dams and stability oflarge size surge shafts for a hydropower project through numerical modelling andtrial wedge method. He has 21 publications in journals and conference proceedings.

xiii

Increasing the Yield of Ring Wellsby User Friendly Method

H. S. Prasanna, S. C. Harshavardhan, A. R. Chaitra, P. K. Pooja,and P. Beeresha

Abstract Inadequacy of water for the irrigation purposes is being reported as theremarkable problem from the farmers. The groundwater and well systems have to bepromoted where the construction of dams, reservoirs, canals, etc. alone can’t servethe farmers. In this study, an attempt has been made to develop to draw water effi-ciently, to the ring wells situated along the bank of a river. A ring well was selectedas the prototype along the river bank and the physical properties of the soil alongthe periphery of the well were determined to know the soil profile around the well.A model was simulated accordingly and the yield of the model was determined byconducting recuperation tests. Further, perforated laterals of two different lengthswere inserted in eight radial directions alternatively at the bottom of the well, andyield was measured for various combinations of the laterals. Similarly, the recuper-ation tests are conducted even for the slotted laterals and compared with that of theperforated ones. The yield of the model without laterals and with laterals has beencompared to know the efficiency of the model. The combination of laterals whichgives the optimum yield in the model was selected and provided in the prototype.From the present study, it can be concluded that usage of laterals increases the perme-ability of the system and thereby increases the yield of the well without the need forincreasing the cross section of the well and thus saving valuable time and money.

H. S. Prasanna (B) · S. C. Harshavardhan · A. R. Chaitra · P. K. Pooja · P. BeereshaDepartment of Civil Engineering, NIE, Mysuru, Karnataka, Indiae-mail: [email protected]

S. C. Harshavardhane-mail: [email protected]

A. R. Chaitrae-mail: [email protected]

P. K. Poojae-mail: [email protected]

P. Beereshae-mail: [email protected]

© Springer Nature Singapore Pte Ltd. 2020M. Latha Gali and P. Raghuveer Rao (eds.), Construction in GeotechnicalEngineering, Lecture Notes in Civil Engineering 84,https://doi.org/10.1007/978-981-15-6090-3_1

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http://crossmark.crossref.org/dialog/?doi=10.1007/978-981-15-6090-3_1&domain=pdf






https://doi.org/10.1007/978-981-15-6090-3_1

2 H. S. Prasanna et al.

Keywords Ring wells · Yield of the well · Perforated lateral · Slotted lateral ·Regression analysis

1 Introduction

Agriculture sector occupies a vital portion in the overall economy of the country.About 80% of the population directly or indirectly depends on income derived fromagriculture. Although agriculture is the backbone of India, it is observed, that it isextremely low in terms of annual yield of crops per acre, in relative comparisonto other developing countries. Employment of scientific techniques especially indeveloped countries such as USA and Russia has achieved tremendous progress.Initially, machines have superseded manual labor, i.e., a larger average is broughtunder cultivation in more efficient manner.

In many developing countries the major contribution to the economic develop-ment, this can be supplemented through irrigation network systems. It is observed thatthe consumption of agricultural products is on a rising demand in many developingcountries due to the magnitude of population increase, in order to meet this risingdemand the respective governments made several attempts to keep the supply anddemand chain in an economical order. Demand for agricultural products is generallymet by rain-fed agriculture/through cultivating techniques by means of irrigation orby means of imports. Out of these, the magnitude of agricultural product output isthrough irrigated agricultural methods.

Irrigation increases the stability and efficiency of cropping systems and diminishesthe risks of drought and desertification. An irrigation system serves as an importanteconomic resource to provide a basis for settlements and related social amenitiesin areas that otherwise support sparse populations. However, the history of irrigatedagriculture has not always recorded success. Some past schemes—and some veryrecent ones—suffered severe setbacks through silting, waterlogging, and saliniza-tion as well as social and political challenges. Some schemes proved excessivelyexpensive. The development of irrigation can be justified from the point of view ofeconomic necessity. Irrigation is often costly, technically complex and requires skilland experience to realize full benefits.

Supply of bulk water for irrigation is under pressure from the demands ofother water-using sectors, constraints on further water resource development, andis compounded by poor maintenance of existing irrigation infrastructure. The prin-cipal sources of irrigation can be divided into Canals, Wells, Tanks, etc. The largevolumes of water required for irrigation usually have to be transported over somedistance to the field. For surface water, canals, and pipes can enable conveyance; inthe case of groundwater, extraction is provided via tube wells. Water from rivers isextracted by constructing ring wells along the river beds. When the permeability ofthe soil along the river bed is more, it fetches more yield of the well. But excessiveextraction of water from these ring wells also results in the subsidence of soils alongthe periphery of the soil, giving rise to dredging problems which is costlier for the

Increasing the Yield of Ring Wells by User Friendly Method 3

marginal farmers who can’t even afford, the increase in the size of the wells in orderto get more discharge. Hence, there is a need to find a feasible solution for theseproblems.

In the present experimental study, an attempt has been made to solve the above-stated problems by using slotted laterals in the ring wells which gives maximumdischarge from the well without increasing the diameter of the well and decreasingthe problem of soil subsidence around the wells.

2 Literature Review

As it is necessary to determine the performance of eachmethodof application ofwaterand crop performance in each system, various methodologies have to be overviewedto develop a new one.

Al-Zuhairi et al. (2002) investigated the efficiency of using sand columns inimproving soft clayey soils. Variables such as reinforcement ratio (number and crosssection of sand column) and relative density of column material and their effect onthe new soil system were studied. They concluded that the undrained shear strengthof reinforced sample was found to be depended on both reinforcement ratio, and rela-tive density of the sand in the column. The improvement gained was highly affectedby the number of sand columns used rather than the relative density of soil in thecolumn.

Many methods were developed in the past to recharge the existing bore-wells tosupplement themagnitude ofwater deficit during summer seasons, i.e., Sikandar et al.(2008), Raphael (2009). Increasing the efficiency of bore-wells by Hydro-fracturingtechnique, Thangasala et al. (2010), Bank filtration, etc.

Patel et al. (2011)made an attempt to evaluate the hydraulic performance of porouspipe used as micro-irrigation lateral in sub-surface irrigation system and measuredthe discharge from the lateral tube and concluded that the porous pipe tested did notpossess the qualities of good micro-irrigation lateral.

Sandhu et al. (2011) studied on Potential for Riverbank filtration in India andexamined selected operating bank filtration sites. He elucidated additional potentialRBF sites based on water problems and hydrogeologic suitability.

Mayilswami et al. (2013) studied on Guidelines for augmentation of groundwaterresources under climate change in Tamil Nadu. Earlier, the ring wells were usedto fetch water, now it was used to increase the water level. An age-old practice isreceiving a modern twist to improve the water table in Kaniyambadi block of Velloredistrict. Recharge wells also known as ring wells are being built in 21 panchayats ofKaniyambadi block to improve the water table. The aim of constructing the rechargewells is to conserve rainwater and increase the water table. It is being carried out ona pilot basis in Kaniyambadi block. Water from the stream will flow into these wells.An impact study was carried out to see how this helped in improving water table forone to two years. It was found that water does not flow into the river directly. Once


the groundwater level increases, water reaches the lakes in the second year and thenflows into the river in the third year following three monsoons.

No studies have been reported in the documented literature regarding the increasein yield of wells using laterals.

3 Materials and Methods

A ring well located (at 12.1487400E, 76.7761970 N) along the bank of river Kabini,situated in Nagarle village, Nanjangud taluk, Mysuru district, Karnataka state, India,was selected as prototype for the present experimental study. Cylindrical galvanizedpipes with threaded collars were fabricated as core cutter for sampling. In situ undis-turbed and disturbed representative soil samples were brought from the site for thelaboratory investigation to know the soil profile along the periphery of the well. Thevarious laboratory tests were conducted as per relevant IS codes of practice to knowthe physical properties of the soils.

In situ density test [IS: 2720 (part-29)-1975] was carried out to know the fielddensity of the fine-grained soil in four radial directions around the well. Table 1shows the average values of In situ density of the fine-grained soil up to a depth of1.2 m.

Specific gravity test [IS: 2720 (part-3 sec-1)-1980] was determined for both thetypes of soils. Free swell ratio test [IS: 2911 (part-3)-1980] was determined to thedominant clay mineralogy in the soil. Grain size analysis [IS: 3104-1965] was doneas per IS code. Atterberg limits [IS: 2720 (part-5)-1985] were determined and liquidlimit of the soil sample was found by both Casagrande method. Table 2 shows thecharacteristics of the soil that was found up to a depth of 1.2 m.

Uniformly graded sandy soil (Poorly graded soil—SP) was found to a furtherdepth of 5.2 m and there on. The soil samples collected at different depths from thecore cutterwere directly transferred to the permeameter and kept for saturation. Then,the permeability test [IS: 2720 (part-17)-1986] by variable head for fine-grained soilwas carried out to determine the permeability characteristics of the soil along the soilprofile. Table 3 shows the values of coefficient of permeability for the soils.

Results obtained were used for the simulation of the model to estimate the yield ofthe prototype. The model was simulated to the field density and along with lateralsof two different lengths (0.152 and 0.305 m) inserted to the well in eight radialdirections in an alternative manner. Fabrication of perforated laterals for field is

Table 1 Average values of Insitu density of thefine-grained soil up to a depthof 1.2 m

Soil sample In situ density (kN/m3)

Sample 1 17.66

Sample 2 19.75

Sample 3 20.11

Sample 4 19.52


Table 2 Characteristics ofsoil up to a depth of 1.2 m

Characteristics Soil

Specific gravity 2.54

Free swell ratio 1.27

Liquid limit (%) 28

Plastic limit (%) 20

Shrinkage index (%) 18

Sand (%) 61

Silt (%) 32

Clay (%) 7

IS classification SM

Table 3 Values ofCoefficient of permeabilityfor both the soils

Sample Coefficient of permeability (mm/s)

Fine-grained soil Sandy soil

1 1.83 × 10−5 4.01 × 10−2

2 4.65 × 10−6 3.98 × 10−2

3 7.12 × 10−6 4.04 × 10−2

4 9.01 × 10−7 4.00 × 10−2

Avg. Value 7.74 × 10−6 4.00 × 10−2

difficult than making slots in the laterals. Hence, the slotted laterals were preferredfor field installation. Figure 1 represents the schematic diagram of the model.

Fig. 1 Schematic diagram of model


Constant head was maintained, to measure the yield of the well by conductingrecuperation test, for both the conditions. The yield was measured for the differentcombinations of laterals and the variation of discharge with perforated and slottedlaterals were studied, respectively, and results were compared accordingly. Multi-linear regression analysis was carried out to know the correlation between thedischarges obtained from the slotted and perforated laterals.

Soil subsidence was found along the periphery of the well in the model duringexcessive discharge from the well with no laterals. When the site was investigatedregarding this, the soil subsidence around the prototype was also observed. Fromthe farmers, it was reported that during excessive discharge from the well; the soilsubsidence takes place along the periphery of the well which is the major problemsfaced by them. Figures 2 and 3 show the subsidence in the model and prototype,respectively.

During the experimental study, the soil subsidence was reduced after the usageof laterals. Thus, providing laterals being an effective solution to reduce the soilsubsidence.

Fig. 2 Subsidence in model


Fig. 3 Subsidence inprototype

4 Results and Discussions

4.1 Results of the Perforated Laterals

For the first combination of laterals, inlets of the laterals of length 0.305 m wereopened and others were closed using rubber cork. For the second combination ofthe laterals, only the inlets of laterals of length 0.152 m were opened. For the thirdcombination of laterals, inlets of all the 0.305 m length laterals were opened andinlets of the 0.152 m length laterals were opened one by one for different trials.For the fourth combination of laterals, inlets of all the 0.152 m length laterals wereopened and inlets of the 0.305 m length laterals were opened one by one for differenttrials.

Tables 4, 5, 6 and 7 present the values of discharge for different no. of perforatedlaterals along with different combinations of laterals. Figures 4, 5, 6 and 7 representthe variation of discharge with different number of laterals.


Table 4 Values of dischargefor different number ofperforated laterals of length0.305 m

Nos and length of laterals Discharge (cm3/s)

0 27.30

1 (0.305 m) 37.17

2 (0.305 m) 47.05

3 (0.305 m) 63.98

4 (0.305 m) 79.33

Table 5 Values of dischargefor different number ofperforated laterals of length0.152 m


0 27.30

1 (0.152 m) 33.08

2 (0.152 m) 37.63

3 (0.152 m) 43.04

4 (0.152 m) 48.45

Table 6 Values of dischargefor different number ofperforated laterals (both thelengths 0.305 m and 0.152 m)


4 (0.305 m) + 1 (0.152 m) 68.35

4 (0.305 m) + 2 (0.152 m) 73.43

4 (0.305 m) + 3 (0.152 m) 65.05

4 (0.305 m) + 4 (0.152 m) 72.18

Table 7 Values of dischargefor different number ofperforated laterals (both thelengths 0.152 m and 0.305 m)


4 (0.152 m) + 1 (0.305 m) 57.80

4 (0.152 m) + 2 (0.305 m) 69.04

4 (0.152 m) + 3 (0.305 m) 64.44

4 (0.152 m) + 4 (0.305 m) 71.43

Fig. 4 Discharge curvew.r.t. number of perforatedlaterals (for 0.305 m laterals)

0102030405060708090

0 1 2 3 4 5

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)


Fig. 5 Discharge curvew.r.t. number of perforatedlaterals (for 0.152 m laterals)

0

10

20

30

40

50

60

0 1 2 3 4 5

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)

Fig. 6 Discharge curvew.r.t. number of perforatedlaterals (for both 0.305 mLaterals + 0.152 m Laterals)

0102030405060708090

0 1 2 3 4 5 6 7 8 9

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)

Fig. 7 Discharge curvew.r.t. number of perforatedlaterals (for both 0.152 mLaterals + 0.305 m Laterals)

01020304050607080

0 1 2 3 4 5 6 7 8 9

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)

Table 8 Values of dischargefor different number of slottedlaterals of length 0.305 m


4 (0.305 m) + 1 (0.152 m) 70.94

4 (0.305 m) + 2 (0.152 m) 77.62

4 (0.305 m) + 3 (0.152 m) 68.68

4 (0.305 m) + 4 (0.152 m) 76.63

0 27.71

1 (0.305 m) 38.02

2 (0.305 m) 48.85

3 (0.305 m) 67.14

4 (0.305 m) 81.35


4.2 Results of the Slotted Laterals

Tables 8, 9, 10 and11present the values of discharge for different no. of slotted lateralsalong with different combinations of laterals. Figures 8, 9, 10 and 11 represent thevariation of discharge with different number of laterals.

From Figs. 4 and 8, it can be observed that the discharge from the well increaseswith the increase in the no. of perforated and slotted laterals, respectively. Similarly

Table 9 Values of dischargefor different number of slottedlaterals of length 0.152 m


0 27.71

1 (0.152 m) 33.83

2 (0.152 m) 38.74

3 (0.152 m) 44.78

4 (0.152 m) 49.95

Table 10 Values of dischargefor different number ofslotted laterals (both thelengths 0.305 and 0.152 m)


4 (0.305 m) + 1 (0.152 m) 70.94

4 (0.305 m) + 2 (0.152 m) 77.62

4 (0.305 m) + 3 (0.152 m) 68.68

4 (0.305 m) + 4 (0.152 m) 76.63

Table 11 Values of dischargefor different number ofslotted laterals (both thelengths 0.152 and 0.305 m)


4 (0.152 m) + 1 (0.305 m) 60.14

4 (0.305 m) + 2 (0.305 m) 72.69

4 (0.305 m) + 3 (0.305 m) 68.41

4 (0.305 m) + 4 (0.305 m) 80.04

Fig. 8 Discharge curvew.r.t. number of slottedlaterals (for 0.305 m laterals)

0102030405060708090

0 1 2 3 4 5

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)


Fig. 9 Discharge curvew.r.t. number of slottedlaterals (for 0.152 m laterals)

0

10

20

30

40

50

60

0 1 2 3 4 5

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)

Fig. 10 Discharge curvew.r.t. number of slottedlaterals (for both 0.305 mLaterals + 0.152 m Laterals)

0102030405060708090

0 1 2 3 4 5 6 7 8 9

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)

Fig. 11 Discharge curvew.r.t. number of slottedlaterals (for both 0.152 mLaterals + 0.305 m Laterals)

0102030405060708090

0 1 2 3 4 5 6 7 8 9

Dis

char

ge (c

m3 /s

ec)

Laterals (Nos)

from Figs. 5 and 9, it can be observed that there is an increase in the discharge fromthe well with the increase in the no. of perforated and slotted laterals, respectively.

From Figs. 6 and 10, it can be observed that discharge for the laterals of 0.305 mlength is maximum (with 4 no. of laterals) than for the laterals of 0.152 m length.

FromFigs. 7 and 11, representing the combination of 0.305m laterals and 0.152mlaterals, it is observed that discharge is maximum for four large laterals and usage of8 laterals would be uneconomical. It is observed that discharge is maximum for thecombination of 4 no. of 0.152 m & 2 no. of 0.305 m laterals.

Even though6 laterals gives themaximumdischargebut it is less than the dischargeobtained by providing 4 laterals (Figs. 7 and 11).


Thus, the yield obtained by the maximum discharge from 4 no. of 0.305 m lateralsis considered to be the optimum one in both perforated and slotted laterals. From theyield comparison between optimum no. of laterals and no laterals, it is observed thatthe yield of the well is increased by 190.57% for perforated laterals and 193.58% forslotted laterals.

4.3 Correlation of Discharge Slotted with DischargePerforated

Making perforations in the laterals used for installing in the field were found to bedifficult than making slots. Hence, slotted laterals were preferred for both modeland field installation and experiments are conducted on both perforated and slottedlaterals in the model to know the correlation between them and their efficiency ischecked.

Figure 12 represents the correlation of discharge obtained for slotted and perfo-rated laterals (for the combination of 0.305 m laterals). Figure 13 represents the

Fig. 12 Correlation ofDischarge obtained forslotted and perforatedlaterals (for the combinationof 0.305 m laterals)

y = 1.033xR² = 0.999R = 0.999

0102030405060708090

0 10 20 30 40 50 60 70 80 90

Dis

char

geSl

otte

d(c

m3 /s

ec)

Discharge Perforated (cm3/sec)

Fig. 13 Correlation ofDischarge obtained forslotted and perforatedlaterals (for the combinationof 0.152 m laterals)

y = 1.030xR² = 0.998R = 0.999

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Dis

char

geSl

otte

d(c

m3 /s

ec)



correlation of discharge obtained for slotted and perforated laterals (for the combi-nation of 0.152m laterals). Figure 14 represents the correlation of discharge obtainedfor slotted and perforated laterals (for the combination of 0.305m+ 0.152m laterals).Figure 15 represents the correlation of discharge obtained for slotted and perforatedlaterals (for the combination of 0.152 m + 0.305 m laterals). Figure 16 representsthe correlation of discharge obtained for slotted and perforated laterals irrespectiveof the combination of laterals.

Fig. 14 Correlation ofDischarge obtained forslotted and perforatedlaterals (for the combinationof 0.305 m + 0.152 mlaterals)

y = 1.052xR² = 0.997R = 0.998

0102030405060708090

0 10 20 30 40 50 60 70 80 90

Dis

char

ge S

lotte

d(c

m3 /s

ec)


Fig. 15 Correlation ofDischarge obtained forslotted and perforatedlaterals (for the combinationof 0.152 m + 0.305 mlaterals)

y = 1.059xR² = 0.989R = 0.994

0102030405060708090

0 10 20 30 40 50 60 70 80

Dis

char

ge S

lotte

d(c

m3 /s

ec)


Fig. 16 Correlation ofDischarge obtained forslotted and perforatedlaterals irrespective of thecombination of laterals

y = 1.051xR² = 0.992R = 0.996

0102030405060708090

0 10 20 30 40 50 60 70 80 90

Dis

char

ge S

lotte

d(c

m3 /s

ec)



From the above figures, it can be observed that the discharge obtained from theslotted laterals can be effectively correlated with the discharge obtained from theperforated laterals with coefficient of correlation of 0.99.

5 Conclusions

In the present experimental study on increasing the yield of the well-using laterals,following are the important conclusions made from the results and observations:

• It can be concluded that the discharge from the well can be increased by providingthe laterals which influences the permeability of the soil. Thus, the yield of thewell can be increased without increasing the cross-sectional area of the well.

• Even though, all the combinations of laterals result in the increase in the yield ofwell, the combination of 4 no. of 0.305 m laterals gives the maximum yield of thewell in both slotted and perforated laterals.

• From the regression analysis, it can be concluded that the discharge obtained fromthe slotted laterals can be effectively correlated with the discharge obtained fromthe perforated laterals with coefficient of correlation of 0.99.

• It is also observed that the provision of laterals also prevents subsidence of the soilmass around the periphery of the well, thus, reducing the problems of dredgingof soil from the well.

• As the usage of laterals is more economical than increasing the size of the wellto increase the yield, this method greatly helps the marginal farmers and hence tothe society at large.

• Due to its simplicity and maximum efficiency, this technology can be consideredas user friendly.

References

Al-Zuhairi AH et al (2002) The use of sand columns to improve soft soil. 2nd Minia internationalconference for advanced trends in engineering, Egypt, Mar 2002, pp 16–18

IS: 2720-Part 3/Sec-1 (1980) Indian standard methods of test for soils: determination of Specificgravity. Bureau of Indian Standards, New Delhi, India

IS: 2720-Part 4 (1985) Indian standard methods of test for soils: grain size analysis. Bureau ofIndian Standards, New Delhi, India

IS: 2720-Part 5 (1985) Indian standard methods of test for soils: determination of liquid limit andplastic limit (second revision). Bureau of Indian Standards, New Delhi, India

Mayilswami C et al (2013) Guidelines for augmentation of groundwater resources under climatechange in Tamil Nadu. ICAR collaborative network project, NICRA, Water technology center,Tamil Nadu Agricultural University, Coimbatore, India

Patel GR et al (2011) Hydraulics performance evaluation of porous pipe (Sub surface) irrigationsystem. IJAE 4(2):156–159


Raphael J (2009) Mazhapolima wells in kerala for rain harvesting, Kerala, India. Raghunath HM(2007) Ground water. New Age International (P) Limited, New Delhi, India

Sandhu et al (2011) Potential for rainwater filtration in India. Clean Techn Environ Policy 13:295–316

Sikandar M (2008) Sankalpa rural development society, Karnataka, IndiaThangasal SR et al (2010) Hydrofracturing, article: January 2010. Research gate, Tamil Nadu, India

Study on the Effect of Soil as a Fillerin Foamed Concrete

K. S. Kavya, K. K. Jithiya, N. Athulya Vijay, Jiji L. Jayan, M. Karthik,Y. Sheela Evangeline, and Sajan K. Jose

Abstract The problem of concrete waste disposal poses a major challenge to theengineers working in the construction industry. In this scenario, soil can be envis-aged as an eco-friendly building material. Soil-based foamed concrete is a novellightweight construction material consisting of cement, soil, water, and foamingagent. The form of concrete with random air-voids created within the volume by theaction of foaming agents is known as foamed concrete. It is characterized by its highflowability, low cement content, low aggregate usage, and excellent thermal insula-tion. It also possesses characteristics such as high strength-to-weight ratio and lowdensity. Foamed concrete is considered as an economical solution in the fabricationof large-scale lightweight construction materials and components such as structuralmembers, partitions, filling grades, and road embankment infills mainly due to itseasy production process from manufacturing plants to final position of the applica-tions. In this paper, the effect of partially replacing conventional cement with twodifferent types of clayey soil is explored and reported. The results indicate that thestrength of soil-based foamed concrete satisfies the minimal strength requirementfor a building block as per Indian Standards (IS) specifications along with significantimprovement of thermal characteristics. Water absorption and density properties arealso reported.

Keywords Soil · Foamed concrete · Compressive strength · Thermal conductivity

K. S. Kavya (B) · K. K. Jithiya · N. Athulya Vijay · J. L. Jayan ·M. Karthik ·Y. Sheela Evangeline · S. K. JoseDepartment of Civil Engineering, College of Engineering Trivandrum, Trivandrum 695016,Kerala, Indiae-mail: [email protected]

© Springer Nature Singapore Pte Ltd. 2020M. Latha Gali and P. Raghuveer Rao (eds.), Construction in GeotechnicalEngineering, Lecture Notes in Civil Engineering 84,https://doi.org/10.1007/978-981-15-6090-3_2

17

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https://doi.org/10.1007/978-981-15-6090-3_2

18 K. S. Kavya et al.

1 Introduction

A right building material promises a healthy living environment. Building materialsstrongly influence the indoor climate as well as the quality of living. It is beingwidely accepted that the use of concrete as a building material is no more a sustain-able method. Hence, researchers have started exploring the feasibility of soil-basedconcrete in modern buildings. Soil-based buildingmaterials for construction purposehave been in use for centuries. Soil can be molded into any shape or size with leasteffort.

Clay has been selected as the material for study owing to various factors includingthe commercial considerations, its natural availability and recyclable nature. Clayhas a porous structure filled with air in the voids in dried state. Hence, it possessesgreat thermal insulation properties which is largely useful to regulate the temperatureinside the living space. Bing and Cong (2014) discuss the effects of foam contentand silica fume on the physical properties of soil-based foamed concrete. Soft clayand protein-based foaming agent were used in their study. Their experimental resultsshow that the properties such as thermal conductivity, water absorption, density, andcompressive strength decrease with increase in volume of foam; but are improvedby silica fume content.

In this paper, the properties of foamed concrete blocks prepared using two typesof clay soil are evaluated.

2 Experimental Details

2.1 Materials and Mix Proportion

Two types of clay were blended with cement for the experiment; swelling clay(bentonite), and non-swelling clay (kaolinite). Synthetic foaming agent under thecommercial name Ebassoc and Portland Pozzalana cement was used. Throughoutthis experimental study, tap water was used to produce all foamed concrete speci-mens. The properties of bentonite and kaolinite found out as per IS are presented inTable 1.

Table 1 Properties of soil Sl. no. Properties (%) Swelling clay(Bentonite)

Non-swellingclay (Kaolinite)

1 Free swell index 1900 14.28

2 Plastic limit 54.5 30

3 Liquid limit 291 64

4 Plasticity index 236.5 34

5 Specific gravity 2.67 2.68

madhavi latha gali p. raghuveer rao editors construction

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