Journal of Geo technical Engineering vol 3 issue 3 by STM Journals

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ISSN 2394-1987 (Online)

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Journal of Geotechnical Engineering ISSN: 2394-1987(online)

Focus and Scope Covers 

Engineering Geology , Hydrogeology



Soil and Rock engineering



Geosynthetics



Earth Quake engineering



Pile Dynamics



Slope stability and tunneling



Geohazards and Mitigation

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Professor, Department of Civil Engineering, National Institute of Technology Bhopal, M.P, India.

Rehan Ahmad Khan Associate Professor Department of Civil Engg. AMU, Aligarh, U.P

Dr. Rini Abdullah Senior Lecturer Department of Geotechnics & Transportation Faculty of Civil EngineeringUniversiti Teknologi Malaysia (UTM) Johor Bahru, Malaysia.

Dr. Shamsuddin Shahid

Dr Shoeb Malik

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It is my privilege to present the print version of the [Volume 3 Issue 3] of our Journal of Geotechnical Engineering, 2016. The intension of JoGE is to create an atmosphere that stimulates vision, research and growth in the area of Geotechnical Engineering. Timely publication, honest communication, comprehensive editing and trust with authors and readers have been the hallmark of our journals. STM Journals provide a platform for scholarly research articles to be published in journals of international standards. STM journals strive to publish quality paper in record time, making it a leader in service and business offerings. The aim and scope of STM Journals is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high level learning, teaching and research in all the Science, Technology and Medical domains. Finally, I express my sincere gratitude to our Editorial/ Reviewer board, Authors and publication team for their continued support and invaluable contributions and suggestions in the form of authoring writeups/reviewing and providing constructive comments for the advancement of the journals. With regards to their due continuous support and co-operation, we have been able to publish quality Research/Reviews findings for our customers base. I hope you will enjoy reading this issue and we welcome your feedback on any aspect of the Journal.

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Journal of Geotechnical Engineering

Contents

1. Effects of Glass Fibres on the Shear Strength of Sandy Soil Vishal Singh Chib, Tanuj Chopra, Rajesh Pathak

2. Estimation of Pile Deviation at Slope Using Finite Element Method Hisyam Ahamad Hanafiah, Rini Asnida Abdullah

3. Stress Distribution below Strip Footing Using Finite Element Analysis Priyanka Bhartiya, Shivangi Vashisth, Gaurav Singh

4. Safety Control Assistance and Monitoring based on Mobile Apps and Geographical Information System Approach Ajay Singh Tomar

5. Strengthening of Subgrade and Sub-Base of Bituminous Pavement Using RBI Grade 81 Abhishek Sehgal, Tanuj Chopra, Rajesh Pathak

6. Use of Liquefiable Materials for Vibration Isolation Alok Ranjan, R.K. Swami, Anil Kuma Sinha, Kanwar Singh

Journal of Geotechnical Engineering

ISSN: 2394-1987(online) Volume 3, Issue 3 www.stmjournals.com

Effects of Glass Fibres on the Shear Strength of Sandy Soil Vishal Singh Chib*, Tanuj Chopra, Rajesh Pathak Department of Civil Engineering, Thapar University, Patiala, Punjab, India Abstract

This paper presents the effects of glass fibres on the shear strength parameters of sand. To study the effect, sand was mixed with three different glass fibre contents (0.5, 1.0 and 1.5%) of length of 10 mm. Series of direct shear test was carried out to study the behaviour of unreinforced and reinforced sand. After studying the results, it clearly showed that the shear strength and angle of internal friction of sand increased with increase in fibres contents. Keywords: Direct shear test, shear strength, angle of internal friction (φ), glass fibre content

INTRODUCTION

Reinforced soil is the latest technique used for ground improvement. The concept of reinforced soil was first given by Vidal of France in 1966. Since then, the researchers all over the world have been working on this concept to make reinforced soil economical and strong. Reinforced soil is used in geotechnical structures such as foundations, retaining walls, embankments, pavements etc. The main function of reinforcing the soil matrix is to increase the strength (shearing strength) and reduce its deformation. The primary advantage of randomly distributed fibres is the absence of potential planes of weakness that can develop parallel to oriented reinforcement (Maher and Gray 1990).

All over the world, many investigators have worked on fibre-reinforced soil using synthetic as well as natural fibres [1–12]. Some of them are Rosa L. Santoni, Jeb S. Tingle and Steve L. Webster (2001), Kameshwar Rao Tallapragada, Anuj Kumar Sharma and Tarulata Meshram (2009), Mousa F. Attom and Adil K. Al-Tamimi (2010), Amin Chegenizadeh and Hamid Nikraz (2012), Shivanand Mali and Baleshwar Singh (2013), H. P. Singh and M. Bagra (2013), Rabindra Kumar Kar, Pradip Kumar Pradhan and Ashutosh Naik (2014), S. Yari, A. Bagheri and M. Yousefi Rad (2014), Shivanand Mali and Baleshwar Singh (2014), Himadri Baruah (2015), Dinesh Kumar, R. Shanmuga and G.

Kalyan Kumar (2015), Dimpa Moni Kalita, Indrani Mili, Himadri Baruah and Injamamul Islam (2016). The technique of soil reinforcement using glass fibre is being widely used at present in civil engineering projects and is fast replacing the conventional ground improvement techniques. Glass fibre has generally long life as compared with natural fibre and it has nonbiological degradation. Presently, the glass fibre is extensively used in civil engineering applications and thereby the cost of construction can be brought down to a great extent. In present study, an attempt has been made to study the strength behaviour of randomly distributed glass fibre reinforced soil, at different aspect ratio. Table 1: Properties of Fine Sand. S. No. 1

Fines (%)

Sand (%)

100

Effective size, D10 (mm)

0.14

D30 (mm)

0.17

D60 (mm)

0.22

1.5

Uniformity coefficient, Cu Coefficient of curvature, Cc Cohesion

Classification

Description

Sample A

0.93 0 Poorly Graded (SP)

Page 1

Journal of Geotechnical Engineering

ISSN: 2394-1987(online) Volume 3, Issue 3 www.stmjournals.com

Estimation of Pile Deviation at Slope Using Finite Element Method Hisyam Ahamad Hanafiah, Rini Asnida Abdullah

Faculty of Civil Engineering, Universiti Teknologi Malaysia, Johor Bahru, Johor, Malaysia

Abstract

This paper presents results and discussion of the pile deviation, which occurred during slope construction at the Depot LRT Kampung Kuala Sungai Baru (KKSB) Ampang Line Extension Project. The piles at RW5 slope area deviated for almost 1 m from its original location which caused tremendous cost impact to mitigate and was time consuming. An investigation was carried out by referring to the Geotechnical Assessment Report and the simulation work was performed using Finite Element Method–PLAXIS. It was found that PLAXIS has successfully simulated the failure event and gained in-depth understanding of failure mechanism. From the case study, the spun piles were deviated due to improper construction methodology, water infiltration from the higher ground level, loss of overburden pressure from the nearby pile cap construction and additional machinery load from the top area which cause excessive lateral force to the RW5 slope area. Keywords: Pile deviation, slope stability, PLAXIS, finite element method

INTRODUCTION

The slope stability analysis in geotechnical is performed to assess the safe design and equilibrium condition of human-made or natural slope (e.g. embankments, road cuts, open-pit mining, excavation, landfills). In Malaysia, there are lots of slope failure cases causing casualties to the public and residential [1]. The most notable slope failure to date is the Highland Tower tragedy back in November 1993 where Block A was collapsed and claimed the death of 48 people in the condominium. A series of slope failure then continued to occur and the most recent occurred on 11 November 2015 at KM52.4 Karak Highway which caused thousands of land transportation stranded from entering Kuala Lumpur [2]. The slope design is crucial not only after the completion of the construction but also during the construction progress itself. The main focus in designing a slope is to ensure its stability especially during the monsoon season whereby the intensity of rainfall will increase and sometimes become abnormal than most of the time of the year [3]. Thus, it is important for the engineers and site supervisors to ensure that the proposed location of a slope is safe

and temporary support is provided to ensure the integrity of ongoing adjacent structures [4]. As we moved into the 20th century, the technology and method in designing slope has kept on evolving becoming more comprehended and efficient [5]. The most prominent software introduced today in the industry is using the approach method of Finite Element Method (FEM). This paper will discuss the factors that cause numbers of spun piles at slope area to deviate more than 1 m from its original position. The case study took place at Depot LRT Ampang Extension Project, Kg. Kala Sungai Baru, Selangor [6].

SLOPE AND SPUN PILES

The aim of this study as mentioned above was to investigate the spun piles deviation at the slope RW5. The data were gathered from the site investigation (SI) work as secondary data (Geotechnical Assessment Report, 2014). From the report, the RW5 area was clearly underlain by a layer of soft clay with the thickness of 21–24 m depth from the ground level, with the unit weight of 16 kN/m3, cohesion of 10 kN/m2 and Poisson ratio’s value of 0.35 [7].

Page 7

Journal of Geotechnical Engineering

ISSN: 2394-1987(online) Volume 3, Issue 3 www.stmjournals.com

Stress Distribution below Strip Footing Using Finite Element Analysis Priyanka Bhartiya*, Shivangi Vashisth, Gaurav Singh Department of Civil Engineering, Jagadguru Sri Shivarathreeshwara Academy of Technical Education, Noida, Uttar Pradesh, India Abstract

The estimation of stress distribution below ground is important in all types of geotechnical analysis. That is why the correctly measured value of stress distribution below ground level under various conditions will be helpful for resilient design in geotechnical point of view. This paper presents an analysis of vertical stress distribution below a strip footing due to varying applied loads using finite element method (FEM) modeling in ABAQUS and the results are compared with Boussinesq’s solution. In FEM, elastic analysis is done with and without the presence of pore pressure to check the effect of pore pressure on stress distribution below ground level. A two-dimensional analysis of strip footing was carried out with an aim to develop a condition where the effect of pore pressure can be considered and its effect can be analyzed while studying the stress distribution across the depth of soil. The variation of stress, strain, displacement, pore pressure with various loading condition along vertical as well as horizontal planes were studied graphically using both Boussinesq’s solution and FEM analysis result. It was observed that stress distribution below ground is different in the presence of pore water than in dry condition which is not at all following the Boussinesq’s solution. Keywords: Finite element method (FEM), ABAQUS, Boussinesq’s equation, pore pressure, stress distribution

INTRODUCTION

The objective of this paper is to study the effect of pore water pressure on stress distribution and settlement in the soil below ground level for strip footing using elastic analysis. The stress distribution below ground level is a very important part of geotechnical analysis for calculating stresses, strains, bearing capacity and settlement in soil.

The Boussinesq’s (1883) equation is one of the most commonly used methods for obtaining the stress distribution induced by an applied vertical load [1]. In developing his equation, he assumed that a soil medium is elastic, isotropic and homogeneous. He did not take the effect of pore water pressure into account. Westergaard (1938) assumed the soil to be made up of alternate layers of different materials and also considered soil to be laterally reinforced by numerous, closely spaced, horizontal sheets of negligible thickness but of infinite rigidity, that allows

only vertical movement but prevents the mass as a whole from undergoing any lateral strain [2]. This paper attempts to predict stress distribution characteristics in the presence of pore water pressure. This paper presents an elastic analysis of vertical stresses below a strip footing with and without pore water using 2-D FEM modelling in ABAQUS software. The results of FEM analysis were compared for both with pore pressure and without pore pressure. It was also compared with the results obtained by Boussinesq’s solution [3].

ANALYSIS General A problem was taken into consideration for investigating the effect of pore water pressure on stress distribution and settlement by carrying out FEM analysis with and without pore water pressure and parametric analysis based on Boussinesq’s equation. The analysis was carried out along the three sections as

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Journal of Geotechnical Engineering

ISSN: 2394-1987(online) Volume 3, Issue 3 www.stmjournals.com

Safety Control Assistance and Monitoring based on Mobile Apps and Geographical Information System Approach Ajay Singh Tomar1

School of Studies in Earth Science, Jiwaji University, Gwalior, Madhya Pradesh, India

Abstract

Safety control assistance and monitoring is the GPS/route tracker solution especially with mobile apps for both personal safety and staff safety. Safety control is a leading personal safety with a GPS/route tracker along the route layer to automatically calculate, analyze and generate e-mail, text your exact location to your emergency contacts or administrator. If you do not check-in safely after working or socializing or travelling alone, providing your exact mobile GPS location that can help find you quickly. The smartphone have in-built GPS system that stores mobile location data in the device itself. This data (user's location) can be shared through internet connection and the GPS accuracy depends on device type. Keywords: Google Map, Google Route, spatial buffer, fine/course mobile signal, mobile apps

INTRODUCTION

Mobile application/Apps for phones and tablets available in the market nowadays are used as reporting or notification service but the problem is that these apps have “push notification” system that allows an administrator or concerned person to send a text message, not covered automatically sms/call/e-mail services and also not covered user’s route layer. In real time, when child/women face any uncertain situation/condition, then they can use the panic button or mobile shake to open the apps and call/inform about the situation to other persons [1]. Also the proposed logic and idea is very helpful in the development of 24*7 monitoring system that will help especially where the school cab or bus route is fixed for travelling every day.

SYSTEM FRAMEWORK/ APPLICATION

Technology has changed the way people communicate and do more business with each other such as developments tool, mobile apps, global positioning system, internet into and telecommunications to enhance the functionality [2, 3]. Safety Control Assistance and Monitoring is based on advanced technology and following method would be implemented to achieve this system:

1. Capture user sign-up information such as name, mobile number, emergency mobile number, e-mail id and password. 2. User gets login access with e-mail and password. 3. Google map get user’s current location with the help of Global Positioning System. 4. Capture current Geo-Positioning (lat, long) and JSON parser data in database. 5. User taps on the mobile screen or search for the destination address to create Google route. This Google route (GIS path segment) is created with Google function and module in background process in the mobile app. 6. Google route is stored in the database, treated as polyline layer (spatial path), created 100 meter spatial buffer and stored in the spatial database. 7. On spatial data, GIS functionality/query is applied to analyze spatial buffer with user’s current location as stored in three steps. 8. Checking whether current location and spatial layer intersect or not. User’s location changes in 1 min time interval or 10 m distance change on the ground.

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Journal of Geotechnical Engineering

ISSN: 2394-1987(online) Volume 3, Issue 3 www.stmjournals.com

Strengthening of Subgrade and Sub-Base of Bituminous Pavement Using RBI Grade 81 Abhishek Sehgal*, Tanuj Chopra, Rajesh Pathak Department of Civil Engineering, Thapar University, Patiala, Punjab, India Abstract

The objective of the work is to determine the effectiveness of RBI Grade 81 for improvement in engineering properties of medium plasticity clayey soil. RBI Grade 81 was treated with collected soil sample at different dosages. Various samples have been made by mixing soil with 0, 2, 4, 6 and 8% RBI Grade 81; method of soil replacement is opted for the preparation of samples. After studying the properties of soil samples, light compaction test and California bearing ratio test was conducted under soaked and unsoaked conditions. Soaked CBR test results signify that the stabilizer can be used excellently with cohesive soils. Subsequently, unconfined compression test was done to determine the strength of clayey sample; the treated soil samples were cured for different periods 1, 7 and ranging up to 28 days. From the study it was found that soil can be stabilized with RBI grade 81 at different dosage and later can be used in subgrade and subbase layer of pavement. Keywords: RBI grade 81, soil stabilization, light compaction test, unconfined compressive strength, California bearing ratio

INTRODUCTION

Soil stabilization is the modification of one or more soil properties to create an improved soil material possessing the desired engineering properties. There are three purposes for soil stabilization. These include increasing the shear strength of an existing ground condition to enhance its load-bearing capacity, achieve a desired improved permeability and enhance the durability of the soil to resist the process of weathering, and traffic usage among others. RBI Grade 81 (Road Building International Grade 81) is a unique and innovative product that was developed for the stabilization of a wide spectrum of soils in an efficient, least cost manner. RBI Grade 81 is an environmentally friendly, inorganic, hydration activated powder based stabilizer that reacts with soil particles to create layers that are interconnected through a complex inter particle framework. RBI Grade 81 is a combination of naturally occurring compounds. Road can be opened to traffic within 24 h of final compaction. It provides a dust free surface. If the nature of the soil changes for different depths, most of the methods for stabilization cannot be used. RBI Grade 81 has a wide range of response spectrum. Response spectrum is the range of soils for which a particular stabilizer can be

used. The use of RBI Grade 81 in road projects is an extremely effective method of converting poor quality soil into a strong and relatively water-resistant layer. It permits the construction of pavement layers, embankments and reinforced earth structures in areas where they were not previously workable, while saving significant construction material and time [1].

MATERIALS USED Soil The soil sample collected from Ambala region, Haryana (India). The various properties of soil were tested in laboratory and from outputs it was found that collected sample can be classified as CL i.e. clay and silt with low compressibility (Table 1). Silt and clay are considered to be smaller family members of soil group; even small amounts of fines can have significant effects on the engineering properties of soils. These types of soil are generally troublesome for building and roadway construction.

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Journal of Geotechnical Engineering

ISSN: 2394-1987(online) Volume 3, Issue 3 www.stmjournals.com

Use of Liquefiable Materials for Vibration Isolation Alok Ranjan*, R.K. Swami, Anil Kuma Sinha, Kanwar Singh Geotechnical Engineering Division, Central Road Research Institute, New Delhi, India Abstract

Trench barrier isolation is very popular but less adopted technique for the isolation of buildings and important structures. Here the structures are to be protected against the energetic surface waves, which are confined up to 3â&#x20AC;&#x201C;4.5 m depth below the surface. Several types of trenches with different in-fill materials have been tried with some degree of success. The difficulty comes from the nature of the waves, which are a changed form of the gravitational waves. Gravitational waves are very difficult to screen. Open trenches simply provide a vacuum through which waves can easily transmit. The most recent advance is the use of phononic materials which act as a sort of filter for a band of frequencies. They protect the structures in this bandwidth of frequency against their resonance within this range. Phononic crystals are nothing but a combination of materials with high impedance contrast. The same mechanism of action is offered by Bentonite slurry, which is a material of almost negligible impedance ratio (0.12) against the soil. Ultimately, there is a dissipation of energy inside the trenches. But it will be very useful to rely on the materials or a combination of materials, which can facilitate the phenomenon of liquefaction inside the trenches. In the present study, such types of materials have been identified and their use is recommended for complete energy dissipation. Keywords: Impedance ratio, phononic crystals, resonance, energy dissipation, surface waves

INTRODUCTION

Phononic crystals are materials associated with a mix of materials having wide contrast in their properties such as mass density or modulus of elasticity (E). The presence of materials having widely different properties towards transmission of waves makes them unique for vibration isolation. They function as a sort of filter to weed out a band of frequencies [1]. They may help in preventing the phenomenon of resonance for some important structures. Based on their function, they may be used in in-filled trenches along with sheet piles to protect important structures against the harmful effects of vibration [2].

TYPES OF PHONONIC CRYSTALS

The different types of phononic crystals, which are available to reduce vibration energy, are based on impedance contrast and elastic properties. Accordingly, they are classified as Elastic Phononic Crystals (EPC) and Acoustic Phononic Crystals (APC). Their brief composition and behavioral aspects have been discussed below: Acoustic Phononic Crystals

In this type of material the presence of a fluid is required in the matrix. The idea is to immediately distribute the pressure waves in all the directions so that the effect is reduced in a particular direction. Energy is dissipated through the movement of fluid around the solid particles [3]. Its action is just like the movement of a piston in a cylindrical drum full of viscous fluid. Bentonite slurry and silicon gel are the best examples of this type of crystal. Silicon gel also moves out of soil in the presence of water overcoming the friction within the pores. Silicon gel is itself a very porous material, which can absorb a lot of moisture and vibration. Elastic Phononic Crystals They are mix of materials of widely different elastic properties such as a mix of sand and shredded tires, mix of sawdust with soil or sand. These materials act as a sort of blinding material for incoming waves. Waves are subjected to destructive interference and multiple scattering and diffraction. Energy dissipation takes place in the solid matrix

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