“Evolving Trends in Structural Monitoring and Rehabilitation”

Coimbatore Local Centre, Coimbatore

Two Days All India Seminar on

“Evolving Trends in Structural Monitoring and Rehabilitation”

27-08-2019 & 28-08-2019

Organized under the aegis of

Civil Engineering Division Board, IE (I)

The Institution of Engineers (India), Coimbatore Local Centre

In Association with

Department of Civil Engineering

AKSHAYA COLLEGE OF ENGINEERING AND TECHNOLOGY Affiliated to ANNA University & Approved by AICTE – New Delhi

Kinathukadavu, Coimbatore – 642109, Tamil Nadu

Chairman : Mr T Gunaraja, FIE, President, IEI

Co chairman : Mr V B Singh, FIE, Chairman, CVDB, IEI

Convenor : Dr. J.Jaya, FIE,

Principal, Akshaya College of Engineering and Technology, Coimbatore.

Members : Mr. Sisir Kumar Banerjee,

FIE, Imm Past President & Member, CVDB, IEI

Mr. Parminder Singh Bhogal,

FIE, Member, CVDB, IEI

Mr. R S Chauhan,


Mr. Mohan Balwant Dagaonkar,


Mr. Chandrashekhar G P Dessai,


Mr. A K Dinkar,


Mr. Janak Raj Garg,


Mr. Manhar Kurjibhai Jadav,


Mr. John I Koilraj,


Mr. Dinesh Kumar,


NATIONAL ADVISORY COMMITTEE

Mr. Tapan Lodh,


Mr. Aamir Ali Mir,


Mr. Anup Kumar Mitra,


Mr. K V Nair,


Mr. M D Patel,


Mr. R K Prasad,


Mr. H M Raje,


Mr. Shivanand Roy,


Mr. Om Prakash Saxena,


Mr. Jai Pal Singh,


Mr. S K Singh,


Mr. Narendra Singh,


Mr. G Sudhakar,


Mr. Hemant Omkarrao Thakare,


Mr. R K Trivedi,


Mr. K H Udhavdas,


Mr. Sandeep B Vasava,


Mr. K K Verkhedkar,


Ms. Elizabeth Verghese,


Mr. G P Upadhyaya,


Chairman : Dr. P.R.Natarajan

Coimbatore Local Centre, IE(I), Coimbatore

Honorary secretary : Dr. H Ram Mohan, FIE

Coimbatore Local Centre, IE(I), Coimbatore

CHAIRMAN : Thiru. T. Subramaniyan,

Chairman, ACET, Coimbatore

PATRONS : Dr. K. Thanushkodi

Director, ACET, Coimbatore.

Dr. N. Suguna AMIE

Joint Director, ACET, Coimbatore.

PRINCIPAL : Dr. J. Jaya

Principal, ACET, Coimbatore

CONVENOR : Prof.K.Thirunavukkarasu,

Head of Department,

Department of Civil Engineering,

Akshaya College of Engineering and Technology

Coimbatore

ORGANIZING COMMITTEE : Dr. P. R. Natarajan

Chairman / The Institution of Engineers (India),

Coimbatore Local Centre, Coimbatore.

Dr. H. Rammohan

Honorary Secretary / The Institution of Engineers (India),

Coimbatore Local Centre, Coimbatore.

Dr. S .Syath Abuthakeer MIE

Committee Member, The Institution of Engineers (India),

Coimbatore Local Centre. Coimbatore.

TECHNICAL COMMITTEE : Prof . K. Thirunavukkarasu

Assistant Professor / Department of Civil Engineering,

Akshaya College of Engineering and Technology,

Coimbatore

Prof. S.Sureshkumar

Assistant Professor / Department of Civil Engineering,


Coimbatore.

ORAGANIZING COMMITTEE

EDITORIAL BOARD

Dr. P. R. Natarajan

Chairman,

The Institution of Engineers (India), Coimbatore Local Centre Coimbatore.

Prof.K.Thirunavukkarasu Assistant Professor & Head



Coimbatore.

Prof.S.Sureshkumar Assistant Professor



Coimbatore.

FOREWORD

On behalf of the organizing committee of All India Seminar on “Evolving Trends in

Structural Monitoring and Rehabilitation”, we would like to thank the organizers and the

participants who made the seminar at Akshaya College of Engineering and Technology,

Kinathukadavu, Coimbatore on 27th and 28th of August 2019 a meaningful and memorable

one.

The All India Seminar was jointly organized by Akshaya College of Engineering and

Technology and The Institution of Engineers (India), Coimbatore Local Centre, Coimbatore.

The academicians and students across Tamil Nadu participated in this wonderful event. The

chief guest and eminent resource persons enlightened the gathering with their expert talks

which were based on the sub themes of the seminar. The All India Seminar started with

inaugural address and was divided into 5 different technical sessions as follows

S.No. Name of the Chief

Guest/Resource Person Designation

Date &

Session

Topic

1 Er.S.Pichaiya

Managing Director

Er.S.Pichaiya & Associates

President,

Institution of Valuers,

Coimbatore.

27.08.2019

10.00am to 11.00am

(FN)

Inaugural

Address

1 Dr.R.Thenmozhi

Professor and Head,

Structural Engineering

and Geotechnical

Engineering,

GCT, Coimbatore.

27.08.2019

11.30am to 1.00 pm

(FN)

Structural

Assessment and

Audit

2 Dr.G.S.Thirugnanam

Professor,

Builder’s Engineering

College, Erode – 638 108.

27.08.2019 –

2.00pm to 3.30 pm

(AN)

Conventional and

Smart Structural

Health

Monitoring

3 Dr.I.Padmanaban

Professor and Head,

Department of Civil

Engineering,

Sri Krishna College of

Technology, Coimbatore

28.08.2019 –

10.00am to 11.30am

(FN)

Technological

Interventions of

Structural Health

Monitoring

4 Prof.P.A.Edwin

Fernando

Assistant Professor,

Department of Civil

Engineering,

Akshaya College of

Engineering and

Technology, Coimbatore.

28.08.2019 –

11.45am to 12.45pm

(FN)

Non Destructive

Testing of

Structures

5 Mr.A.C.Parthiban

Managing Director,

Lakshmi Construction

Chemicals,

Coimbatore.

28.07.2019 –

1.45pm to 3.15pm

(AN)

Repair and

Rehabilitation of

Structures

A technical session was dedicated to the presentation of research and case studies

related to the theme and sub themes of the seminar. This proceeding is a

documentation of the submitted and presented research and case studies in the

technical session. I am sure this would prove to be a valuable source of

information in the areas related to structural health and rehabilitation.

Dr. P.R.Natarajan,

Chairman, IE(I) - CLC

Editor Conference Proceedings

INDEX OF TECHNICAL ARTICLES

Sl.No AUTHOR AND TITLE

1

LIFE EXTENSION OF OFFSHORE STRUCTURE ON THE BASIS OF STRUCTURAL HEALTH MONITORING (SHM) SYSTEM - A CASE STUDY FOR INDIAN OFFSHORE Sibendu Bikas Bardhan

2 COMPARATIVE STUDY ON BLACK COTTON SOIL BRICKS USING FLY ASH AND CRUSHER WASTE Sureshkumar.S, Naveen kumar A, Prabhu J, Ramu S & Ratheeshraj K

3 EXPERIMENTAL STUDY ON COMPARISON OF NORMAL SOLID BLOCK AND PERMA HYPER PLAST SOLID BLOCK Thirunavukkarasu K, Sathishkumar A, Manick Prabhu G, Sanjeevpandi M & Rahavan C

4 AN EXPERIMENTAL STUDY OF REPAIR AND REHABILITATION OF STRUCTURES Suresh Kumar S, Mukesh M, Rishabalaxmi M, Prithiviraj K & Srithar A

5 AN EXPERIMENTAL STUDY ON PROPERTIES OF CONCRETE WITH PARTIALREPLACEMENT OF CEMENT WITH RICE HUSK ASH Thirunavukkarasu.K, HariHaraSudhan V ,RoshmiDeekshana.R, & Udayappan.B

6 EXPERIMENTAL STUDY OF PARTIAL REPLACEMENT OF CEMENT AND COARSE AGGREGATE WITH FLY ASH AND COCONUT SHELL Mukkannan.A,Swetha Saseendran, Vigneshkumar.V & Chandra Mohan.R

7 EXPERIMENTAL STUDY ON ALOE VERA FIBER CONCRETE WITH ADMIXTURE Manonmani P. N Arulmani C Kaarthickumar K Udhayakumar P & Vijaykumar T

8 COMPARATIVE STUDY ON HIGH STRENGTH CONCRETE BY PARTIAL REPLACEMENT OF EGG SHELL POWDER AND FOUNDRY SAND Tamilamudhan.V,Raja Venkatesh.M.N ,Jayasurya.M & Kalamani.G

9 EXPERIMENTAL INVESTIGATION ON GEOPOLYMER CONCRETE WITH PARTIAL REPLACEMENT OF DEMOLITION WASTE Akilesh.V,Janardhanan.P.V,& SaravanaKumar.V

10 AN EXPERIMENTAL STUDY ON BEHAVIOUR OF BANANA FIBER IN CONCRETE Suresh Kumar S, Akash BM, Kabilan M, & Karna H

11 ENERGY HARVESTING POTENTIAL OF DIFFERENT SHM DEVICES – A REVIEW Rathnavel Pon & Suresh Kumar S

LIFE EXTENSION OF OFFSHORE STRUCTURE ON THE BASIS OF

STRUCTURAL HEALTH MONITORING (SHM) SYSTEM \

A CASE STUDY FOR INDIAN OFFSHORE Sibendu Bikas Bardhan, General Manager (Civil)

Institute of Engineering and Ocean Technology, ONGC Ltd

IEOT Building, ONGC Complex Phase-II, Panvel, Navi Mumbai-410221, Maharashtra, India.

[email protected], [email protected]

ABSTRACT:

Offshore structures are designed for a certain period of operational life say for 25 years. Such

platforms are sometimes required to operate even after its design life for continued production. At present

there are more than 300 offshore platforms in west coast of India, and about 45-50% of them have

completed their design life. For continued production, life extension and re-certification for fit for purpose

from international agencies are required as per statutory provisions. During the design life of the platform,

additional facilities like clamp on conductors, deck extension, additional risers, equipment etc. are put for

operational and production requirements. There are also issues of corrosion, damages and sea bed scour.

Over the period of time, relevant codes were also changed based on past experience to cater for increased

risk from extreme storm damages such structures can suffer making the life extension and re-certification of

such over lived platforms a challenging task.

With the aging of platforms, the importance of maintaining structural integrity of offshore structures

is increasingly recognized and structural inspection plays significant role in demonstrating on-going

integrity and potential for life extension. There are a number of codes and standards which make reference

to structural integrity monitoring, but no standard on its application in offshore industry exist. In the present

case, there are over utilization (up to 13%) of 5 nos piles w.r.t. stress. Ultimate strength pushover collapse

analysis has been performed. Plasticity oftwo piles gets initiated near mud line at load factor 1.0. RSR

(Reserve Strength Ratio) at collapse is 1.30 and as such no codal reference is available for structural

integrity certification in this condition. Hence it was recommended that Structural Health Monitoring

(SHM) may got done on continuous basis for early warning of any damage in the structure in case of

extreme events.

Based on recommendation of installation SHM system on the platform, international certification

agency has agreed to re-certify the platform for continued operation which led to substantial cost saving in

terms of costly mitigation measure like installation of additional piles.

Key words: MG; FOS; UC; SHM; NFRM

1. Introduction:

Fixed type offshore platforms are made of template type space frame structure (fabricated with steel tubes)

known as Jacket, Top Deck and Piles. Such platforms are fixed to sea bed with the help of steel piles. The

Jacket structure is meant for carrying the loads from top deck supporting production/process equipment,

live/area load, pipes/risers, crane load including hook load, helicopter load etc. and all other environmental

loads like wind, wave, current, tide, buoyancy load etc.

The subject platform was installed in west coast of India in the year 1988 at a water depth of around 55 m. It

is secured in the sea bed by 8 nos of main piles and 6 nos of skirt piles of 72” dia steel tubes. The project

was referred for carrying out Structural Integrity Study of the platform Jacket structure for Life Extension

and re-certification in view of it’s over lived design life and additional facilities to be installed on the

Platform

2. Presentation of Data and Results:

A global static in-place analysis for jacket structure has been carried out in software for 100 year extreme

storm condition for 12 wave approach directions based on Soil report, under water Inspection report and

available (as-built) structural drawings. Structural members have been checked for Member unity check and

joint strength check for 100-year storm condition, i.e. wave, current and wind and with marine growth (MG)

of 100mm.

The results of soil pile interactive analysis reveals that pile factor of safety (FOS) are more than minimum

required 1.5 for all piles. Unity check (UC) ratio of 4 main piles and 1 skirt pile was higher (up to 13%) than

the limiting value of 1.00. There were some member and joint overstressing and UC ratio were more than

the limiting value of 1.00. Ultimate strength pushover collapse analysis was carried out using Collapse

software. It is found that plasticity of 2 main piles got initiated near mud line at load factor 1.0. Also

Reserve Strength Ratio (RSR) at collapse was 1.30. Hence structural integrity of the jacket structure could

not be documented based on the above mentioned analyses.

3. Outline of Analysis

The analysis has been carried out for:

Actual equipment loading with 100-year extreme storm condition, for 12 directions of wave, current and

wind with other design loads and marine growth of 100mm from (+) 6.0m to (-) 30m & 50mm from (-) 30m

to mud- line. Simplified ultimate strength analysis (Linear global analysis with 100% environmental

Loading)

Fatigue analysis: Deterministic fatigue analysis has been carried out which shows that 2 joints were having

low fatigue life less than the target fatigue life up to 2022.Hence, these 2 joints were recommended to be

included in TYPE-III inspection joints list.

Ultimate Strength Push over Collapse analysis:

Major assumptions are outlined below:

Blanket load has been considered for dead load of equipment and live load for analysis of jacket based on

the “Design Basis”.

The yield strength of the structural steel has been considered as 250 MPa for Jacket and Piles unless

indicated otherwise. The tensile strength was considered as 415 MPa.

Lower deck framing drawing, equipment location drawing of Lower deck, Upper deck and Helideck are

“Approved for construction”.

The environmental data (extreme case) & wave data have been taken for available field data and linearly

interpolated for the platform orientation.

4. Loads:

Loads included in the in-place static analysis were self-weight of the structure, equipment loads and live

loads.

Gravity loads and top sides loads

Gravity load were applied by two ways. Computer generated gravity load based on cross section and

length of members. Non-generated loads manually calculated and modelled as Open Deck Area Live /

element force wherever structural details are not modelled in computer model.

Dead loads on jacket

For the modelled structure, dead loads (gravity loads), buoyancy effect and marine growth were

automatically generated by the software itself. All other non-generated dead loads viz., gratings, upending

eyes, internal ring stiffeners, collapse rings, flooding & grouting lines, grout packer, anodes, and mud-mat

have been applied appropriately as per “Design Basis” document.

Dead loads on deck

Dead loads for the modelled deck structure are automatically generated by the software itself. All

other non-generated dead loads viz., deck stairs, intermediate landings and stabbing guides have been

applied as nodal load on deck. The topside loading has been considered with actual equipment loads and

open area live loads.

Environmental Loads

The in- place static analysis was performed for total 12 wave headings viz. S (90˚), SW (24.7˚), W

(0˚), NW (290.3˚), N (270˚), NE (204.7˚), E (180˚), SE (110.3˚) directions considering Platform North and

another 4 wave heading directions viz. S (69.86˚), W (20.14˚) N (249.86˚) E (159.86˚) were added

considering wave incidence according to True North for 100 year storm condition.

Hence, a total of 12 load combinations were used for in- place static analysis. The wave was stepped

over the structure at 5 degrees phase intervals to find out the phase angle at which maximum base shear and

overturning moment (OTM) occurs. Base shear and overturning moments were calculated for each step in

all directions. Position of wave for the in-place analysis had been fixed on maximum base shear for

orthogonal direction and on maximum OTM for diagonal direction. These loads were written to load

interface files used in structural analysis at phase angles where loads are maximum. (Note: The angle of

wave heading from one direction to another is measured from the positive X-axis of the global axis system).

Wind loads

Winds spread in different directions have been taken as per “Design Basis” document. For jacket analysis

one-hour wind speed as given in the “Design Basis” was followed. The wind loads have been calculated as

per API-RP-2A and applied as Open Deck Area loads on the deck structure. The entire area between the

decks, area of equipment above the deck and the 1 metre height area below the lower deck have been

calculated by dividing them into suitable wind areas.

Wave & Current Loads

Environmental loads due to waves and currents were calculated by wave load calculation program

SEASTATE. The deterministic load calculation was used for the in-place analysis. Wave and current loads

were calculated as per API RP 2A for 12 directions. Wave, current and wind forces for extreme load

conditions were applied concurrently. SEASTATE makes use of the Morison equation to calculate the wave

forces on individual members of the structure where the force on each member is calculated as a sum of an

inertia component, proportional to the water particle acceleration, and a drag component, proportional to the

square of water particle velocity.

Stokes fifth order wave theory has been used for in- place static analysis. Wave Kinematics Factor and

Current Blockage Factor have been used as per API-RP2A.Hydrodynamic Co-efficient were taken as per

API-RP2A provisions.

Fig.1. 3D Model of Platform

Fig.2. Wind & Wave Currents on Platform

5. Other Assumptions

Marine Growth thickness: 100mm from (+) 6.0m to (-) 30m & 50mm from (-) 30m to mud line. The main

legs, skirt legs, risers, pump caisson were considered as flooded. In addition, annulus space between the

main legs and piles were considered as grouted in the analysis.

Anode idealisation: Marine Growth has been increased by 55 mm at appropriate levels of jacket structure

to take an account of hydrodynamic loads for the presence of anodes.

Wave and current data: As per “Design Basis” document.

Water Depth: Water depth of platform location corresponding to Chart Datum (C.D.) level is 53.297 m.

The design water depth was computed for in-place static analysis by adding Chart Datum, LAT, 50% of

Astronomical Tide and Storm Surge for each direction. LAT is (-) 0.183 m.

Additional member thickness provided for corrosion allowance for members in splash zone was exempted

for strength and stiffness calculation.

6. Analysis of the Structure

Soil/Pile Modelling: Soil data input for the interactive analysis was based on the site specific soil

investigation report. Pile capacities have been computed using API-RP-2GEO, 2011. PSI module of

software has been used for Soil and Pile modelling. The piles have been checked for maximum stresses

developed by performing an interactive analysis.

In Place Static Analysis: Code checking was performed using API-RP-2A (WSD). Structural members and

joints were checked against yield & stability and joint nominal strength respectively.

Five members were having UC ratio more than 1.0 for 85% environmental loading but except one member,

all such members passed the integrity check in simplified ultimate analysis for 100% environmental loading.

UC ratio of this memberwas 1.016 which was marginally higher and accepted as it is not a primary

structural member.

Six joints were having UC ratio more than 1.0 for 85% environmental loading. However, simplified ultimate

analysis for 100% environmental loading showed that only one joint 208L was having UC ratio 1.089 which

was marginally higher than acceptable limit of 1.00.

The structural joint 208L, X-Brace joint of leg B1 & Skirt Leg SB1, between level E and G has UC ratio

marginally higher than 1.0 under extreme environmental loads. The annulus space between leg and pile is

grouted which is otherwise not considered in the analysis, but certainly contribute in the stiffness of joint.

Hence acceptable. Other joints pass the integrity analysis for 100% environment load for simplified ultimate

analysis.

Fig.3. Joint Analysis 208 L

Finite Element Analysis has been carried out for this joint 208L to find out the maximum stress in the joint.

The FEA showed that only three elements (Shown below) were having Von Mises stress more than the

290.0 MPa.

Fig.4. Van Mises Stresses in Joint 208L

However, as the over loading was less than 10% (UC ratio=1.089) it is not significant. Hence acceptable.

Soil-Pile Interaction Analysis: The Input file has been created in the PSI module of the software. PSI

interaction analyses the behaviour of a pile supported structure subject to one or more static load. Finite

deflection of piles (P-delta effect) and non-linear soil behaviour along and transverse to the pile axis were

considered in the analysis

Outcome of In-Place Static analysis at Design Level1: Some of the primary structural members and

joints, did not meet the assessment requirement. Hence structural integrity of the jacket structure could not

be documented based on the above mentioned analyses.

Outcome of Ultimate Strength Pushover Collapse Analysis: Ultimate strength collapse push over

Collapse analysis has been performed using Collapse software. Plasticity of piles (B2 & B3) got initiated

near mud line at load factor 1.0. RSR (Reserve Strength Ratio) at collapse was 1.30.

Fig.5. Load vs Displacement of B2 Pile Head at Collapse

Through such analysis, the structural integrity of jacket couldn’t be documented for the given data and

assumptions in the design level analysis as the results show that some of the primary structural members and

joints do not meet the assessment requirement and plasticity of piles get initiated near mud line at load

factor 1.0

Hence, Hence it was recommended that Structural Health Monitoring (SHM) may got done on continuous

basis for early warning of any damage in the structure in case of extreme events. Under SHM system,

Natural Frequency Monitoring (NFRM)3 is proposed to be installed. Accelerometers are placed on the

topsides of an installation. The response of the jacket to wave loading will be continuously monitored and

the accelerations will be transformed into the frequency domain to identify the natural sway modes of the

jackets. Typically, finite element analysis is performed alongside the measurement to assist in identifying

which mode shape corresponds to which frequency. Any major structural damage to the platform is

reflected by a change in the sway stiffness in one or more modes. This results in a reduction in the

platform’s natural sway frequency which is detected and reported by exception. Changes in soil stiffness are

reflected by changes to frequencies in both platform directions. Changes in frequency caused by damage to

a member tend to occur in the sway direction to which the member contributes stiffness. A failure library is

created using FEA so that immediately a change in frequency is reported, it is possible to identify which

member is most likely to have failed.

As per present practice, Design level in-place analysis for fixed type offshore structures are carried out

considering 100 year wave loads and 100-year current loads added collinearly and concurrently to get

design environmental load. Consideration of 10 ² annual probability level of exceedance for both the wave

and current together is a conservative design practice.

As per section 2.3.3 d of API RP 2A-2007 “Due consideration should be given to the possible superposition

of current and waves. In those cases where this superposition is necessary the current velocity should be

added vectorially to the wave particle velocity before the total force is computed as described in 2.3.1b.

Where there is sufficient knowledge of wave/current joint probability, it may be used to advantage”.

For the present case, it was recommended that a met-ocean study may be got carried out to determine the

joint probability of associated current with waves of 100 years return period to achieve a reasonable safety

level. It was also recommended that a wave & current monitoring system, for recording incident

environmental loading, may be installed in the field so that extreme events may be captured and platform

may be inspected for any possible. Based on recommendation of installation SHM system on the platform,

international certification agency has agreed to re-certify the platform for continued operation which led to

substantial cost saving in terms of costly mitigation measure like installation of additional piles. Over lived

offshore platform has been certified by international agencies for continued operation for the first time in

India, on this innovative approach of SHM.

Fig.6. Pile Collapse in Tension and Compression

Acknowledgement:

I acknowledge the support and resources provided by ONGC Ltd. to me and my Institute, which were very

much required for carrying out the Life Extension study of the subject platform. The study was immensely

‎beneficial in understanding the structural behaviour of jacket ‎structures and piles under extreme

environmental condition and the finding of this study is of vital importance in view of ONGC’s operational

requirements with respect to a number of over lived platforms. I am immensely grateful for the generous

‎support and continuous motivation that I have received from ED-‎Head of IEOT-ONGC. I am also thankful

to Director (Offshore) for according approval for submission of this paper to such all India seminar.

The views expressed in this paper are of my own and is not necessarily those of ONGC/ IEOT.

References:

(1) API-RP-2A (WSD), 2014

(2) API-RP-2GEO, 2014

(3) Structural Integrity Monitoring- Review and appraisal of current technologies for offshore application-

Atkins Ltd.

COMPARATIVE STUDY ON BLACK COTTON SOIL

BRICKS USING FLY ASH AND CRUSHER WASTE

Suresh Kumar S, Naveen kumar A, Prabhu J, Ramu S Ratheeshraj K


Akshaya College of Engineering and Technology, Coimbatore, India

ABSTRACT

An experimental investigation has been carried out to study the feasibility of producing bricks from locally

available Black Cotton Soil (also called black soil) with Industrial Waste materials such as fly ash. In order

to study various engineering properties of bricks, a total of 162 numbers of brick specimens of 210 x 110 x

80 mm size were prepared in two series by combining black soil, fly ash and crusher waste in different

proportions. The brick specimens were then air dried, baked in kiln and tested for Compressive Strength,

Water Absorption, Efflorescence, Weight and Density as per IS 3495 code procedure. Test results obtained

in the present investigation indicate that it is possible to manufacture good quality bricks using locally

available black soil by suitably adding either fly ash and crusher waste, bricks can be used in lieu of

conventional burnt clay bricks or pressed type water cured cement fly ash bricks presently in use for various

construction activities across the country. Percentage Combination of Black Cotton Soil, Fly Ash and

Crusher Waste are compared with conventional bricks.

Introduction The common burnt clay brick is one of the oldest building materials, and is being extensively used even

today as a leading construction material because of its strength, durability and low cost. Demand for this

brick in our country is increasing day-by-day because of the aforesaid favourable characteristics and brisk

construction activities. Black soil is one of the major soil deposits in India covering an area of about 5.4

lakh square kilometer. 16.6% of the total land area of our country. Ramanathapuram district in Tamilnadu

state has a total land area of 4123 square kilometer, and the black soil deposits in the district constitute about

46% of the land area.

Because of the extensive black soil deposits in the Ramanathapuram district, at present, there are no large-

scale brick manufacturing kilns available to cater to the needs of various construction activities in and

around Ramanathapuram and Rameswaram regions, and people living in these regions rely on kilns

available in the nearby areas which are about 40 to 100 km away from the Ramanathapuram and

Rameswaram city. This increases the cost of bricks, and hence the overall cost of projects in these regions

by about 15 to 20%. Generally, quality of bricks mainly depends on the type and quality of raw materials

used for manufacturing them. It is a well-established fact that good quality bricks can be manufactured from

alluvial or red soil, whereas it is not feasible to manufacture bricks from raw black soil.

This is mainly due to the following two reasons: (i) the black soil is highly expansive and sticky in nature

when it comes in contact with water, and hence it is very difficult to mix and pug the soil, and (ii) the black

soil shrinks heavily and develops large number of wide cracks when allowed to dry, and hence bricks made

from black soil lose their dimensional stability and overall integrity. Therefore, in order to overcome the

above two major problems, mineral admixtures are commonly added to treat and stabilize the black soil to

manufacture bricks.

2. Materials used:

2.1 Black Cotton Soil

Black Cotton Soil (BCS) is also known as expansive soil. An expansive soil has a relatively high

percentage of clay minerals and subjected to changing in volume with changing moisture

condition. The soil under a house swells and shrinks with season.

Fig. 1 Black Cotton Soil

Table 3.1 Details of BSA Brick Specimens Casted

BLACK COTTON SOIL CHEMICAL COMPOSITION

Components Percentage (%)

Silica as SiO2 56.3 %

Iron as Fe2O3 8.9 %

Alumina as Al2O3 21.5 %

Magnesium as MgO 8.7 %

Sulphate as SO3 4.65 %

2.2 Fly Ash Fly ash is a fine, glass-like powder recovered from gases created by coal-fired electric power generation. Fly

ash material is solidified while suspended in the exhaust gases and is collected by electrostatic precipitators

or filter bags. Since the particles solidify while suspended in the exhaust gases, fly ash particles are

generally spherical in shape and range in size from 0.5 μm to 100 μm. They consist mostly of silicon

dioxide (SiO2), aluminum oxide (Al2O3) and iron oxide (Fe2O3)

2.3 Crusher Industry Waste

It is a waste material obtained from the Crusher unit. It contains a large amount of silicates and alumina

silicates. In appearance, it has a greyish with very fine aggregate particles, like soft sand.

3. Mixing Methodology The black cotton soil bricks are manufactured either by using hand mixing method or machine method. In

this investigation, all the mixes were mixed by hand mixing method. The semi-solid pastes were checked

thoroughly before going for moulding process, because lack of mixing produces low quality bricks. So,

special care was given for proper mixing. However, extra addition of water increases the mixing time of the

materials.

4. Tests On Bricks

4.1 Compression Test 1. From the Fig. 6.2, comparing the values of fly ash bricks with the nominal compressive strength, we can

say that with brick containing60% Black Cotton Soil and 40% Fly Ash. It is 3.42% higher than ordinary

burnt clay bricks.

2. In the next mix having 40% Black Cotton Soil and 60% Fly Ash, it showed maximum strength. It showed

9.14 % higher compressive strength than the burnt clay bricks.

3. Upto 80% replacement of fly ash there was increase in compressive strength in bricks compared to

standard brick of 5.14%. For 100% fly ash bricks decrease in strength of 2.33% was obtained.

4.2 Water adsorption test From the results of water absorption test, it can be seen that the mix having higher amount of fly ash absorbs

more water and decreases after 80% use of fly ash. However all the water absorption values were obtained

were within

Fig. 2 Cured Blocks for Testing

4.3 Efflorescence Test As a result of efflorescence test, all the bricks showed good performance and the efflorescence was nil in all

the variation of bricks. Efflorescence is harmless deposit of white crystals of salts on the face of brick

masonry. An understanding of the nature and mechanisms of efflorescence, as well as the possible sources

of soluble salts and moisture, is essential to the prevention of efflorescence. Efflorescence test was

conducted to find out the salt content of the specimen. This test was find out the possibilities of the

specimen to make reaction with salts. This test also not requires mechanical setup. This test is carried out by

using simple apparatus with plate and water. It can takes place in room temperature. Distilled water to be

filled in a dish of suitable size. Place the end of the bricks in the dish, the depth of immersion in water being

25 mm place the whole arrangements in a warm (20o c to 30oc) well ventilated room until all the water the

dish with suitable cover, so that excessive evaporation from the dish may not occur. This test consists of

partially immersing representative samples of brick in distilled water for a period of 7 days. When the water

has been absorbed and bricks appear to be dry, place a similar quantity of water in the dish and allow it to

evaporate as before. Then the area with salt precipitate was noted and the value of efflorescence is noted.

Fig. 3. Results of Compressive Strength

Fig. 4. Results of Water Absorption

5. CONCLUSION Based on the test results obtained, following conclusions were made.

The maximum compressive strength of brick using black cotton soil and fly ash is obtained in BS60

A40 is 3.82 N/mm2. But the conventional brick compressive strength is 3.5 N/mm2. The

compressive strength of black cotton soil and fly ash brick is more than 9.14 %.

Maximum water absorption should not exceed 20 %. In the black cotton soil and fly ash brick the

water absorption is 12.3 %. Hence the brick is suitable for building work.

In all cases investigated in this project, there is no efflorescence found in the black cotton soil and

fly ash brick.

In dimensional tolerance test, hardness test, soundness test, and structure test, in the test result shows

that the black cotton soil and fly ash brick is suitable for the building work.

5. REFERENCES 1. Amarjit Singh (1967), “Substitution of quarry Dust to sand for mortar in brick masonry works”,

International Journal on Design and Technologies, Vol.3, No.1, January.

2. Sivapullaiah, Manasseh joel (1996), “Comparative study of compressive strength of bricks made with

various material to clay bricks” International Journal of Scientific and Research publications, Vol. 2, Issue

7, July.

3. G.A.P.Gampathi (2009), “Effect of class-F fly ash as a partial replacement with cement and fine

aggregate in mortar”, Indian Journal of Engineering & Material Science, Vol. 17 April.

4. Appukutty.P, Murugesan.R, (2009), “Development of light weight sand-cement bricks using quarry

dust, rice husk and kenaf powder for sustainability”, International Journal of Civil & Environmental

Engineering (IJCEE-IJENS), Vol.12, No.06

5. Prof. Sameer mistry (2011) IS: 3495 (part 1 to 4)-1992, “Indian standard methods of tests of burnt clay

building bricks”, Bureau of Indian Standards, New Delhi.

6. N. Sivalingam (2011) IS: 383-1970, “Specification for coarse and fine aggregates from natural source for

concrete”, Bureau of Indian Standards, New Delhi.

7. A. P. Jivani., Rajasekaran, (2011) IS: 3346-1980, “Method of determination of thermal conductivity of

thermal insulation materials”, Bureau of Indian Standards, New Delhi.

8. C.Freedachristya.,Gundaliya, (2011) Geography of India part 1, “UPSC Civil Services Notes”,

Retrieved from http://nagahistory.wordpress. com. geography-of-india-part-1

9. Gidigasu S.S.R., Rajurkar, (2012) Soils in India: Indian geography, “Bit4all”, Retrieved, from

http://www.bit4all.com/topic/soils-types-indian-geography

10. Subir Shri Singh (2012) Geographical features, “Ramanathapuram District”, Retrieved from

http://www.ramnad.tn.nic.in/geo.htm.

11. Georgiev D.,Anilkumar (2012) Agbede, I.O., and Joel, M., “Effect of carbide waste on the properties

of Makurdi shale and burnt bricks made from the admixtures”, American Journal of Scientific and Industrial

Research, Vol. 2 (4), 2011, pp. 670 - 673.

12. MuthyaluP.V.,Amit S., (2012) Amit S. Kharade, Vishal V. Suryavanshi, Bhikaji S. Gujar, and

Rohankit R. Deshmukh, “Waste Product „Bagasse Ash‟ from Sugar Industry can be used as Stabilizing

Material for Expansive Soils”, International Journal of Research in Engineering and Technology, Vol. 3,

issue 3, 2014, pp. 506 - 512.

EXPERIMENTAL STUDY ON COMPARION OF NORMAL SOLID BLOCK

AND PERMA HYPER PLAST SOLID BLOCK Thirunavukkarasu K

1 Sathishkumar A

2 Manick Prabhu G

3 Sanjeevpandi M

4 Rahavan C

5

1Assistant Professor

2,3,4,5,B.E Students

1,2,3,4,5Department of Civil Engineering

1,2,3,4,5Akshaya College of Engineering and Technology, Coimbatore, India

ABSTRACT

This paper focus on an experimental investigation carried out by the study of the feasibility of

producing solid blocks with low cost and extra strength. Normally, the solid blocks required at least 14 days

of curing period. But, by adding the Perma Hyper Plast as an admixture in a usual concrete mix, the curing

period were decreased wildly and the compressive strength of that specimen increases amazingly. Thus, the

curing period is decreased and the block taken to compressive strength test as per IS 3495 code procedure.

The test result obtained in the present investigation indicates the possibility to manufacture good quality

solid blocks using Perma Hyper Plast. The percentage combination of fine aggregate cement and

compressive strength are compared with conventional solid blocks.

1.Introduction

The production of Solid blocks used in both structural and cladding masonry is characterized by the

use of “dry concrete”. This special type of concrete has significantly greater consistency than conventional

plastic concrete due to its lower water content, which is required to push the blocks out of the moulds

immediately after formation. This characteristic makes the use of compression machines necessary; these are

special compaction devices that simultaneously apply compression and vibration to eliminate air voids when

moulding the blocks. The properties of this particular type of concrete do not depend exclusively on the

water: cement ratio and are rather influenced by the size and type of compression machine employed.

Hence, the existing mix design methods for this type of concrete require excessively arduous, expensive, and

time consuming tests in concrete plants. The most used methods are those disseminated by the largest

machine manufacturers.

2. Materials

2.1. Cement

Cement is a binding material which possess very good and cohesive properties which make it possible to

bond with other materials to form a compact mass. Ordinary Portland cement is the most commonly used

cement for general engineering works. The specific gravity of all grades namely 33, 43 and 53 grades. In

this project Ordinary Portland Cement of 53 grades is used for experimental work. Initial and final setting

time of the cement was 30 minutes and 600 minutes.

2.2. Fine Aggregate

The fine aggregate used was locally available river sand without any organic impurities and conforming to

IS: 383 – 1970. The fine aggregate was tested for its physical requirements such as gradation, fineness

modulus, specific gravity and bulk density. A concrete can be made from sand consisting of rounded grains

as good as form that in which the grains or granular.

2.3. Coarse Aggregate

Coarse aggregate for structures consists of material within the range of 5mm to 150mm size. Rocks having

water absorption value greater than 3% or specific gravity of less than 2.5 are not considered suitable for

mass concrete. However, in practice mixes of same workability for round shaped aggregates required less

water than angular shaped aggregates.

2.4 .Water

Water is an important ingredient of concrete as it activity participates in the chemical reaction with cement

and potable water available in laboratory with pH value of not less than 6.5 and not more than8.5

,conforming to the requirement of IS 456 2000 were used for mixing concrete and curing the specimen. The

water which is fit for drinking should be used for making concrete.

2.5. Perma Hyper Plast

The Perma Hyper Plast is based on hyper plasticising sulphonated synthetic polymers. It may be dispensed

at dosages varying between 0.3 to 2 percent by weight of cement depending upon type of concrete required.

Figure 1. Perma Hyper Plast

3. Experimental Work

3.1 Measurement of Workability

The workability of a fresh concrete is a composite property which includes the diverse requirements of

stability, mobility, placing of ability and finishing ability. There are different methods for measuring the

workability. Each of them measures only particular aspects of it and there is no unique test which measures

workability of concrete in its totality. The test measures the relative effort required to change a mass of

concrete from definite shape to another by means of vibration.

3.2 Compression Test on Concrete

Compression test is the most common test conducted on harden concrete, partly because it is an easy test to

perform, and partly because most of the desirable characteristics properties of concrete are qualitatively

related to its compressive strength. All these blocks have been tested 28 days after the production date,

which is the test age specified in the standard by which time the blocks must have reached a minimum

compressive strength of 3.5 MPa. But the load bearing capability of a block depends not only on strength but

also on design factors such as the load bearing area and whether the block is hollow or solid. The current

minimum strength requirement could reflect a wish of having a minimum material strength. Because the

local habit is to use a solid 6 inch block the minimum requirement for the material becomes excessive. With

a 6 inch block of 3.5 MPa strength the block can carry a load of approximately 20 tonnes. this part of the

beam could be used to find out the compressive strength.

Figure 2. Compressive Test on Concrete

Table 1. Compression Test Results

Sl.No Specimen Compressive strength in N /mm2

7 days 14 days 28 days

1 Normal Block 30 60 120

2 Perma Hyper Plast Block 50 80 140

Figure 3. Graphical Comparison of Compressive Strength

5. Conclusion

The earlier indicated improvement potential in block making performance indicator Strength

times number of blocks per bag (MPa*Blocks). This indicates a factor four difference in performance

between similar types of block producers. There is no commonly accepted target for the load bearing

strength of the blocks which makes optimisation difficult.

A proposed preliminary target of 2.2 MPa for a 6 inch block corresponding with a load bearing

strength of 15 tonnes per block has been established. The benchmark in MPa*Blocks has been assessed to

180 MPa*Blocks. At the target of 2.2 MPa this translates to about 80 blocks per 50 kg bag of cement as a

theoretical best performance. Compared to the current assessed average of 29 Bl/bag there seems to be a

huge improvement potential for using the cement more effectively in both economic and environmental

terms.

In realistic terms about half of the theoretical potential should be possible to realise with

dedicated efforts over a period of some years. Apart from the economic benefits the carbon footprint of the

blocks could be halved resulting in yearly reduced emissions of some 100 000 tonnes of CO2. Changing the

main product from solid blocks to hollow blocks would also reduce the consumption of sand used for blocks

with about 3 million tonnes per year at the current level of production of 300 million blocks.

6. References

1. Garvare, R & Isaksson, R. (2005). Organisational Sustainability Management through Minimised

Business Excellence Models. Proceedings of the Third International Working Conference -TQM –

Advanced and Intelligent Approaches, June 1-3, Belgrade, Serbia, pp 3340. ISBN 86-7083-514-2.

2. Idman, O., Lenhav, O. Sätterman, J. (2012). Hollow Blocks in Tanzania A Study Regarding the

Domestic Market for Sustainable Concrete Block Innovations. Bachelor thesis, Linneaus University,

School of Business and Economics.

3. Isaksson, R. (2006). Total Quality Management for Sustainable Development – process based system

models. Business Process Management Journal, (12), 5, 632-645.

4. Isaksson (2007). Product quality and sustainability in the cement industry – Proceedings of the 12th

International Conference on Cement Chemistry, Montreal, Canada, July 8-13.

5. Isaksson, R. (2011). University Support to Regional Development – Process Based Stakeholder

Management in Gotland. Proceedings of the International Conference- Quality and Service Sciences,

14th Toulon-Verona Conference, September 1-3, Alicante, Spain, 548558. ISBN 97888904327-1-2.

6. Isaksson, R. & Cöster, M. (2010). Improving Supply Networks – identifying drivers for sustainable

change using process models. Proceedings of the International Conference- quality and service

sciences, 13th Toulon-Verona Conference, September 2-4, Coimbra, Portugal.

0

2

4

6

7 days 14 days 28th day

1 Block 2 Block

AN EXPERIMENTAL STUDY

OF REPAIR AND REHABILITATION OF STRUCTURE Suresh Kumar S

Mukesh M Rishabalaxmi M Prithiviraj K Srithar A



ABSTRACT

The paper presents an experimental study of Repair and Rehabilitation of Heritage Buildings. In current

scenario of Building Research, Repair and Rehabilitation plays a vital role as it serves important in building

applications. It acts as an inevitable solution in maintaining the Integrity of Structures, in case of Heritage

structures. Repair and Rehabilitation of heritage buildings has become a concern of greater importance over

the world, notably in the developed countries. The major defects reported are discussed and a suitable and

economical solution for a particular defect is identified by a tradeoff between cost, lifetime and adaptability

of the solution.

1. Introduction

Repair and Rehabilitation is an Art of Civil Engineering work which enables to extend the service life of a

structure. Repair and Rehabilitation is defined as the process of achieving the original state of structure

when it undergoes any sort of defects or deterioration or destruction. Restoration of structure is an ultimate

aim of Repair and Rehabilitation where it plays a major role by maximizing the functional utility of the

structure. Repair and Rehabilitation technique is also used to modify a structure to meet new functional and

other requirements. Many structures may need Repair and Rehabilitation for one of the following reasons -

deterioration due to Environment effect, New functional or loading requirements entering modifications to

a structure or damage due to accidents.

Repair and Rehabilitation includes several systematic approaches that are lined up with various strategies

to promote a desired level in attaining maximum life of the structure. Generally, life of a structure depends

on geography of location, Building material, Technology and Workmanship. Geography of location

includes various aspects such as type of strata, water table, earthquake or wind or cyclone or flood or snow,

pollutant, landslide and tree location with respect to building. Building materials includes cement, lime,

fine sand, coarse sand, quality of water, bamboo or wood, brick. Technology includes various aspects such

as architectural design, construction methods, and quality practices. Finally one of the major factor

workmanship includes various aspects such as structural work, finishing work, waterproofing work,

maintenance of building. The basic process flow employed in Repair and Rehabilitation includes

identification of the building that should be rehabilitated, history of the building, preliminary survey which

includes preliminary tests that are performed, identification of problems, and suitable solution for the

problem which should be feasible to the building topography conditions.

2. Materials

2.1. Cement

Concrete can be made from sand consisting of rounded grains as good as form that in which the grains or

granular. Cement of 53 grades is used for experimental work. Initial and final setting time of the cement

was 30 minutes and 600 minutes.

2.2. Fine Aggregate The fine aggregate used was locally available river sand without any organic impurities and conforming to

IS: 383 – 1970. The fine aggregate was tested for its physical requirements such as gradation, fineness

modulus, specific gravity and bulk density. Concrete can be made from sand consisting of rounded grains

as good as form that in which the grains or granular.

2.3. Coarse Aggregate

Coarse aggregate for structures consists of material within the range of 5mm to 150mm size. Rocks having

water absorption value greater than 3% or specific gravity of less than 2.5 are not considered suitable for

mass concrete. However, in practice mixes of same workability for round shaped aggregates required less

water than angular shaped aggregates.

2.4. Water

Water is an important ingredient of concrete as it activity participates in the chemical reaction with cement

and potable water available in laboratory with pH value of not less than 6.5 and not more than 8.5

conforming to the requirement of IS 456 2000 were used for mixing concrete and curing the specimen. The

water which is fit for drinking should be used for making concrete.

2.5. Repair Materials

The most common material in the repair of damages are of various types including cement and steel. In

most of situations non-shrinking cement or an admixture like aluminum powder in the ordinary Portland

cement is admissible. Steel can be required in many forms, like bolts, channels, angles, rods. For providing

temporary supports and scaffolding timber and bamboo are the most commonly used, and they are required

in the form of sleepers, planks, rounds etc. There are other methods of repair also which gives good results

in repair and strengthening works.

2.5.1. SHOTCRETE Shotcrete is a method in which combination of sand and Portland cement are applied on the

required area. This sand and cement is mixed pneumatically and then conveyed in dry state

itself to the nozzle of a pressure gun, where water gets mixed and the hydration takes place

just before to the expulsion. By this technique the material bonds perfectly to prepared

surface. While application on irregular or curved surfaces, its high strength and good

physical characteristics, make it an ideal means to achieve added structural capability in

walls and other elements of building. With this there are some of minor restrictions to the

technique as clearance, thickness, direction of application etc.

2.5.2. EPOXY RESINS Epoxy resins are excellent binding agents which are used as repair material. The use of

epoxy resins gives high strength in the repair works. Epoxy resins are composed of

chemicals with proportions which when changed gives results as per requirement. These

epoxy components are mixed just prior to their application. The product formed by the

addition of epoxy resin has low viscosity and it can be injected in small cracks also. The

epoxy resins having higher viscosity could be used for the purpose of surface coating or for

filling the larger cracks or holes also. The strength of epoxy mixture depends upon the

temperature of curing. Lower the temperature higher will be the strength achieved.

2.5.3 EPOXY MORTAR In case of larger void spaces, epoxy resins of either low viscosity or higher viscosity are

combined with sand or aggregate to form epoxy mortar. This mixture of epoxy mortar has

much higher strength than the Portland cement concrete. Thus the mortar is not a stiff

material for replacing reinforced concrete. It has also been reported that the epoxy is a

combustible material. Therefore, the epoxy material is not used alone. The epoxy mortar

formed from mixing of sand and aggregates gives a heat sink for heat generated and with this

it also provides increase in modulus of elasticity.

2.5.4. GYPSUM CEMENT MORTAR Gypsum cement mortar has very limited use regarding its structural application. This

gypsum cement mortar has lowest strength at the failure among other materials of repair.

2.5.5 QUICK-SETTING CEMENT MORTAR This quick setting cement mortar was actually manufactured for the use as a repair

material for reinforced concrete floors that are adjacent to steel blast furnaces. This mortar

is a non-hydrous magnesium phosphate cement with two components, a liquid and a dry;

these are mixed in similar way of Portland cement concrete.

2.5.6 MECHANICAL ANCHORS Mechanical type of anchors gives wedging action to provide anchorage. Some of the

anchors provide shear and tension resistance both. In the purpose of achieving strength

these types of manufactured anchors is used. Alternatively, for chemical anchors bonded

in drilled holes’ polymer adhesives are used.

3. EXPERIMENTAL WORK

3.1. Rebound Hammer test

Rebound Hammer test is a Non-destructive testing method of concrete which provide a convenient and

rapid indication of the compressive strength of the concrete. The rebound hammer is also called as Schmidt

hammer that consist of a spring controlled mass that slides on a plunger within a tubular housing. The

operation of rebound hammer is shown in the Fig.1. When the plunger of rebound hammer is pressed

against the surface of concrete, a spring controlled mass with a constant energy is made to hit concrete

surface to rebound back. The extent of rebound, which is a measure of surface hardness, is measured on a

graduated scale. This measured value is designated as Rebound Number (rebound index). A concrete with

low strength and low stiffness will absorb more energy to yield in a lower rebound value.

Figure 1 Rebound Hammer Test

Table 1 – Rebound Values of Specimen

Sl.

No

Specimen Rebound Value

Normal Rebound

no

Comparis

on

1 Specimen 1 8 30 Fair

2 Specimen 2 6 40 Good

3 Specimen 3 13 30 Fair

4 Specimen 4 15 20 Poor

3.2. Compression Test on Concrete

Compression test is the most common test conducted on harden concrete, partly because it is an easy

test to perform, and partly because most of the desirable characteristics properties of concrete are

qualitatively related to its compressive strength. The compressive test is carried out on specimen cubical or

cylindrical in shape. Sometimes, the compression strength of concrete is determined using parts of a beam

tested in flexure. The end parts of beam are left intact after failure in flexure and since the beam is usually

of square cross section, this part of the beam could be used to find out the compressive strength.

Figure 2 – Compressive Strength Test on Concrete

Table 2 – Compressive Strength of Specimen

Sl.

No

Specimen Compressive strength in N/mm2

Normal After repair Comparison

1 Specimen 1 7.1 10 High

2 Specimen 2 5.77 12 High

3 Specimen 3 12.44 15.00 High

4 Specimen 4 8 13.00 High

4. CONCLUDING REMARKS

From the non destructive testing done on the heritage building specimen and from the compressive strength

of similarly prepared specimen, it is clearly evident that the repair and rehabilitation works can improve the

strength of heritage structures. It can be concluded that the use of suitable materials to repair heritage sites

is a better approach than the demolition of such structures.

REFERENCES

[1]. S. S. (2013). A Systematic Approach Towards Restoration Of Heritage Buildings- A Case Study.

International Journal of Research in Engineering and Technology IJRET, 02(03), 229-238.

[2]. Natarajan, C., Chen, S., & Syed, M. (2010). Rehabilitation and Preservation of the St. Lourdes Church,

Tiruchirappalli. J. Perform. Constr. Facil. Journal of Performance of Constructed Facilities, 24(3), 281-288.

[3]. Suresh Chandra Pattanaik., E Gopal Krishnan., and Mohan Kumar., (2011). “Repair and Rehabiltation

of Nehru Memorial College of KVG Group of Institutions at Manglore-A Case Study”. International

Conference CEMCOM organized by Indian Concrete Institute at Pune.

[5]. Othman, N. L., Jaafar, M., Harun, W. M., & Ibrahim, F. (2015). A Case Study on Moisture Problems

and Building Defects. Procedia - Social and Behavioral Sciences, 170, 27-36.

[6]. Abdul Rehman., (2011). “Conservation of Historic Monuments in Lahore-Lessons from Successes and

Failures”. Pakistan Journal of Engineering and Applied Science., Volume 8

EXPERIMENTAL STUDY ON PROPERTIES OF CONCRETE

WITH PARTIAL REPLACEMENT OF CEMENT WITH RICE HUSK ASH Thirunavukkarasu.K,Hari Hara Sudhan ,Roshmi Deekshana.R,Udayappan.B


Akshaya College of Engineering and Technology, Coimbatore, Tamilnadu.

ABSTRACT

In India rice milling produces a byproduct which is known as husk. This husk is used as fuel in rice

mills to produced steam for boiling process .This husk contain near about 75 % organic matter and the

remaining 25% of this husk is modified into Ash during the firing process which known as rice husk ash

(RHA). The rice husk ash (RHA) contain near about 85 % to 90 % amorphous silica. By using rice husk

ash in concrete, we can improve the properties of concrete. The current study and experimental

investigation were taken to study the properties of concrete made with Rice husk ash. The replacement

is done partially in the proportion of 0% ,20% and its effect on workability of concrete made with rice

husk ash were investigated for the 20% rice husk ash replacement ,the hardened properties such as

compressive strength observed were good as compare to 0 % RHA . The compressive strength test was

conducted at 0 % and 20 % rice husk ash replacement and the highest compressive strength at 20 %

RHA replacement as compared to 0% RHA replacement at 14 ,21 and 28 days.

1. INTRODUCTION

The need to reduce the high cost of Ordinary Portland Cement in order to provide accommodation for

the populace has intensified research into the use of some locally available materials that could be used

as partial replacement for Ordinary Portland Cement (OPC) in Civil Engineering and Building Works.

Supplementary cementitous materials have been proven to be effective in meeting most of the

requirements of durable concrete and blended cements are now used in many parts of the world (Bakar,

Putrajaya, and Abdulaziz, 2010). Various research works have been carried out on the binary blends of

Ordinary Portland Cement with different pozzolanas in making cement composites (Adewuyi and Ola,

2005; De Sensale, 2006; mortar and found that pozzolanas with finer particles had greater pozzolanic

reaction. This research work examined the use of Rice Husk Ash as partial replacement for Ordinary

Portland Cement in concrete. It involved the determination of workability and compressive strength of

the concrete at different level of replacement.

2. MATERIALS AND METHODS

2.1 Materials

2.1.1 Cement


bond with other materials to form a compact mass. Ordinary Portland cement is the most commonly

used cement for general engineering works. The specific gravity of all grades namely 33, 43 and 53

grades. In this project Ordinary Portland Cement of 53 grades is used for experimental work. Initial and

final setting time of the cement was 30 minutes and 600 minutes.

2.1.2 Coarse Aggregate

Coarse aggregate for structures consists of material within the range of 5mm to 150mm size. Rocks

having water absorption value greater than 3% or specific gravity of less than 2.5 are not considered

suitable for mass concrete. However, in practice mixes of same workability for round shaped aggregates

required less water than angular shaped aggregates.

2.1.3 Fine Aggregate

The fine aggregate used was locally available river sand without any organic impurities and conforming

to IS: 383 – 1970. The fine aggregate was tested for its physical requirements such as gradation, fineness

modulus, specific gravity and bulk density. A concrete can be made from sand consisting of rounded

grains as good as form that in which the grains or granular.

2.1.4 Water

Water is an important ingredient of concrete as it activity participates in the chemical reaction with

cement and potable water available in laboratory with pH value of not less than 6.5 and not more than

8.5 conforming to the requirement of IS 456 2000 were used for mixing concrete and curing the

specimen. The water which is fit for drinking should be used for making concrete.

2.1.5 Rice Husk Ash (RHA)

The Rice Husk used was obtained from Ile Ife, Nigeria. After collection, the Rice Husk was burnt under

guided or enclosed place to limit the amount of ash that will be blown off.. The ash was ground to the

required level of fineness and sieved through 600 μm sieve in order to remove any impurity and larger

size particles.

Figure 1. Rice Husk Ash

2.2 Concrete Mix Design

The concrete used in this research work was made using Binder, Sand and Gravel. The concrete mix

proportion was 1:1.5:3 by weight.

2.3. Casting of samples

Cubic specimens of concrete with size 150 x 150 x 150 mm were cast for determination of all

measurements. Three mixes were prepared using different percentages of 0 and 20 RHA. The concrete

was mixed, placed and compacted in three layers. The samples were demoulded after 24 hours and kept

in a curing tank for 7, 14 and 28 days as required. The Compacting Factor apparatus was also used to

determine the compacting factor values of the fresh concrete in accordance with BS 1881: Part 103

(1983).

2.4. Testing of samples

The compressive strength tests on the concrete cubes were carried out with the COMTEST Crushing

Machine in the laboratory. This was done in accordance with BS 1881: Part 116 (1983). The sample was

weighed before being put in the compressive test machine. The machine automatically stops when

failure occurs and then displays the failure load.

Fig 2. Casting of Cube

3. RESULTS AND DISCUSSIONS

3.1 Results of compacting factor test on fresh concrete samples

The results obtained from the compacting factor test on fresh concrete samples are given in Table 1.

Table 1: Compacting factor values of RHA concrete

% Replacement Compacting Factor Values

0 0.91

20 0.88

The table indicates that the compacting factor values reduce as the RHA content increases. The

compacting factor values reduced from 0.91 to 0.88 as the percentage RHA replacement increased from

0% to 25%. These results indicate that the concrete becomes less workable (stiff) as the RHA percentage

increases meaning that more water is required to make the mixes more workable. The high demand for

water as the RHA content increases is due to increased amount of silica in the mixture. This is typical of

pozzolana cement concrete as the silica-lime react it requires more water in addition to water required

during hydration of cement.

3.2 Result of compressive strength at different curing days

Compression test is the most common test conducted on hardened concrete, partly because it is an easy


qualitatively related to its compressive strength. The compressive test is carried out on specimen

cubical or cylindrical in shape. Sometimes, the compression strength of concrete is determined using

parts of a beam tested in flexure. The end parts of beam are left intact after failure in flexure and since

the beam is usually of square cross section, this part of the beam could be used to find out the

compressive strength.

Fig.3.Testing of Specimen

Table 2: Compressive Strength Test Result

Compressive strength in N/mm2

DAYS (0% of RHA) (20% of RHA)

7 21.98 20.20

14 27.14 28.22

28 35.87 36.85

4.CONCLUSION

The various test results on hardened concrete design mix of M20 such as compressive, flexural and

tensile are compared with the control mix of both river sand and M sand. There is gradual decrease in

strength of test of 7 and 28 days. It can be used for light weight structures and also resists sulphate

attack.

5.REFERENCES

[1] Bui D D, Hu J and Stroeven P 2005 Particle size effect on the strength of rice husk ash blended gap-

graded portland cement concrete Cement & Concrete Composites 27 pp. 357– 366.

[2] Ganesan K, Rajagopal K and Thangavel K 2008 Rice husk ash blended cement: Assessment of optimal

level of replacement for strength and permeability properties of concrete Construction and Building

Materials 22 pp. 1675–1683.

[3] Gemma Rodriguez de Sensale 2006 Strength development of concrete with rice husk ash Cement &

Concrete Composites 28 pp. 158-160 [4] Hwang Chao-Lung, Bui Le Anh-Tuan and Chen Chun-Tsun

2011 Effect of rice husk ash on the strength and durability characteristics of concrete Construction and

Building Materials 25 pp. 3768–72

[5] Ravande K, Bhikshma V and Jeevana Prakash P 2011 Proc. Twelfth East Asia-Pacific Conf. on

Structural Engineering and Construction — EASEC12 vol. 14 Study on strength characteristics of high

strength rice husk ash concrete Procedia Engineering pp. 2666–72. [6] Tashima M M, Carlos A R da

Silva, Jorge Akasaki L and Michele Beniti B 2004 Proc. Conf. (Brazil) The possibility of adding the rice

husk ash to the Concrete

[7] Rama Rao G V and Sheshagiri Rao M V 2003 High performance concrete with rice husk ash as mineral

ad-mixture ICI Journal pp 17-22

[8] Ferraro R, Nanni A, Rajan K, Vempati R and Matta F 2010 Carbon neutral off-white rice husk ash as a

partial white cement replacement Journal of Materials in Civil Engineering 22 pp. 1078-83

IConAMMA-2016 IOP Publishing IOP Conf. Series: Materials Science and Engineering 149

[9] James J and Subba Rao M 1986 Reactivity of rice husk ash Cement and Concrete Research 16 pp 296-

302

[10] Deepa G Nair, Jagadish K S and Alex Fraaij 2006 Reactive pozzolanas from rice husk ash: An

alternative to cement for rural housing Cement and Concrete Research pp. 1062-71

EXPERIMENTAL STUDY OF PARTIAL REPLACEMENT OF CEMENT

AND COARSE AGGREGATE WITH FLY ASH AND COCONUT SHELL Mukkannan.A,

SwethaSaseendran.K, Vignesh kumar V, ChandraMohan.R


Akshaya College of Engineering and Technology, Coimbatore,Tamilnadu.

ABSTRACT Properties of concrete with partial replacement of coconut shell as coarse aggregate and fly ash as

replacement of cement is studied. In this study M25 grade of concrete was made. Concrete mix of 10%,

20%, 30% and 40% replacement of coconut shell as coarse aggregate and constant replacement of 30%

of fly ash were made. Water cement ratio of 0.45 was maintained for all the mix proportions. Properties

like compressive strength, split tensile strength and flexural strength were studied at 7, 14, 28 days of

curing period and results are analyzed and compared with the regular (conventional) mix. Test for grade

as per specified procedure of IS codes. The materials are proportioned by their weight. The water

cement ratio is obtained by conducting workability tests. The results found were comparable with that of

conventional mix. The proportion used in this study is 1:1.49:3.03 and water cement ratio is 0.47.

1. INTRODUCTION

Today due to the development of the infrastructure the need of concrete has been increased at high rate.

Concrete is important construction materials that have been widely used all over the world. The use of

concrete has been increasing day by day. Due to this some negative impacts are there in production of

concrete such as coarse aggregate extraction from natural resources, scarcity of river sand it leads to

depletion of materials and ecological imbalance. Various researches have been found that replacement

for coarse aggregate. The use of plastic, paper and pulp industry waste, textile waste, rice ash, recycled

rubber tyres, broken bricks are some examples for replacing aggregate in concrete. Coconut shell is an

agricultural by product which can be used as coarse aggregate in concrete. According to report made in

2016 India is the third largest coconut producers in world. India produces of about 119 million tonnes of

coconut every year. The coconut shells are accumulated in land and get degraded around 100-120 years.

Due to this, serious environment problems of disposal of coconut shells occur. So to minimize this

coconut shell can be used as aggregate in concrete. The main aim of this project is to study the strength

of coconut shell concrete with different replacement percent. Also to attempt has been made to study the

suitability of fly ash in concrete.

2. AIM AND OBJECTIVE

The aim of study is to evaluate the performance and suitability of coconut shell in concrete with as

alternative for coarse aggregate. The study also aimed to evaluate the compressive strength, split tensile

strength, and flexural strength of concrete with replacement.

The objectives of experimental study are:

To study strength characteristics of M25 grade concrete with replacement of 10%, 20%, 30% and 40%

of coarse aggregate by coconut shell

To determine the strength variation of concrete after 7, 14 and 28 days.

To employ admixture for achieving minimum water cement ratio and workability

3. MATERIALS USED

3.1 CEMENT

The available cement 53 grades ordinary Portland cement (OPC) of ULTRATECH brand has been

used in the present investigation for all concrete mixes. The cement used was fresh and without any

lumps.

3.2 FINE AGGREGATE

Fine sand should consist of natural sand or crushed stone sand. It should be hard, durable and

clean and be free from organic matter etc. Fine Sand should not contain any appreciable amount of clay

balls and harmful impurities such as alkalis, salts. This fly ash is pozzolanic in nature, and contains less

than 20% lime (CaO). coal, decayed vegetation etc.

3.3 COARSE AGGREGATE

The generally aggregate occupy 70% to 80 % of volume of concrete and it have an important

influence on its properties of concrete. Coarse aggregate was used of size 20mm conforming and also IS

383 is used. The quality of aggregate is good clean, hard and also strong, and be free of absorbed

harmful chemicals, coatings of clay, other contaminates that can affect hydration of cement or reduce

the paste-aggregate bond.

3.4 COCONUT SHELL

Coconut shell is an abundantly available waste material which can be used as potential or replacement

material in the construction. Coconut shells were unruffled from the local temple after that it was

cleaned, sun dried, removed fibers to evaluate its properties.

Fig.1. Coconut Shells

2.5 FLY ASH

The burning of harder, older anthracite and bituminous coal typically produces Class F fly ash.The use

of fly ash as a partial replacement for Portland cement will usually reduce water demand.fly ash and

lime generates less heat, resulting in reduced thermal cracking when fly ash is used to replace a

percentage of Portland cement

Fig.2. Fly Ash

2.6 SUPER PLASTICIZER

HI - PLAST SP IS A HIGH RANGE WATER reducing admixture was used. It is brown color liquid

based on selected sulphonated naphthalene polymers. This capability exceeds that of normal water-

reducing admixtures, resulting in lower dosages and better control.1% of super plasticizer was used.

Fig.3. Super Plasticizer

2.7 STEEL FIBRE

Steel fibers are made under strict quality control process and gives excellent strength and durability to

concrete eliminating cracking. End hooked fibre are used in this experiment which are having 30mm

length and 0.5mm diameter. Significant use of steel fibre is to improve flexural strength. 1% of steel

fibres used in experimental study.

Fig.4. Super Plasticizer

3.0 MIX DESIGN

Concrete mix of M25 grade was designed by conforming to IS 10262-1982 method. The coarse

aggregate were replaced with coconut shell by 10%, 20%, 30% and 40%.30% of fly ash with cement.

0.45 water cement ratio was kept constant.

Table 1: Mix Proportion

Component Cement Fine Aggregate Coarse Aggregate W/C Ratio

Ratio 1 2.24 2.84 0.43

Mass

kg/m3

385 862 1097 140

Mixes:

M1= normal concrete

M2= 0% of CS+30% of FA+1% SP+1% SF

M3=10% of CS+30% of FA+1% SP+1% SF

M4=20% of CS+30% of FA+1% SP+1% SF

M5=30% of CS+30% of FA+1% SP+1% SF

M6=40% of CS+30% of FA+1% SP+1% SF

Where, CS= Coconut shell

FA= Fly ash

SP= super plasticizers

SF= Super fibres

4. CASTING, CURING AND TESTING OF SPECIMEN

Coconut shell as partial replacement of coarse aggregate and fly ash as cement were used. All

ingredients are first dried mixed then water and super plasticizers added. Machine mix is done to get

homogenous mixture. Then the mixture is poured into specimens. Vibrators are used for compaction.

After vibration the surface of specimen is leveled using trowel. Specimens are kept for drying for 24

hours and then specimen were demoulded. Specimens are then kept for curing. Curing is done 7, 14, 28

days. The 9 cubes for each proportions were tested for compressive strength of size 150 × 150 × 150

mm. 6 cylinders for each proportions of size 150mm diameter and 300mm length were casted and used

for testing split tensile strength and 6 beams for each proportions of size 500mm length, 100mm width

and 100mm depth were casted and used for testing flexural strength at 7, 14, 28 days curing.

4.1 COMPRESSIVE STRENGTH TESTS

Specimens of size 150 × 150 × 150 mm were casted for all the proportions and tested in compression

testing machine. Capacity of machine is 2000KN.Compressive strength calculated by using equation,

F=P/A

where, F= compressive strength in N/mm2

P= maximum load in Newton

A= cross sectional area in mm2

Fig.5. Compression Test

Table-2 Average compressive strength at various proportions

Mix proportions 7 Days 14 Days 28 Days

Normal concrete 16.25 22.2 31.50

0% 1097 23.4 33.20

10% 13.23 22.5 35.25

20% 11.2 22.35 35.9

30% 11.11 19.2 31.45

40% 9.33 16.2 28.90

4.2 SPLIT TENSILE STRENGTH TESTS

Specimen of size 150 mm diameters and 300mm length were casted. The test was conducted on the

Compression Testing Machine. Cylinder specimens were placed under the Compression Testing

Machine in a horizontal direction perpendicular to the direction in which they are casted. The tensile

strength was found by using equation,

F = 2P/ΠLd

Where, F=tensile strength in N/mm²

P = Maximum load applied

d = measured depth of specimen

L= Length of specimen

Table -3: Average Tensile strength of concrete

Mix

Proportions

7days 14 days 28 days


0% 1.50 1.61 2.85

10% 1.34 1.80 2.90

20% 1.04 1.93 3.0

30% 1.06 1.40 2.4

40% 0.95 1.09 1.90

Fig.6. Split Tensile Strength Test

4.3 FLEXURAL STRENGTH TESTS

Concrete as we know is relatively strong in compression and weak in tension. Beams tests are found to

be dependable to measure flexural strength property of concrete. The system of loading used in finding

out the flexural tension is two points loading. The specimen placed in flexural testing machine in such a

manner that the load to be applied to uppermost surface as cast in the mould. The flexural strength was

found by using equation,

F = PL/bd2

where, F=Flexural strength in N/mm²

P = Maximum load applied

L = Length of specimen

b = breadth of specimen

d = depth of specimen

Table -4 Average Flexural Strength

Mix proportions 7 Days 14 Days 28 Days


0% 3.75 3.75 6.9

10% 3.75 7.50 8.45

20% 3.75 7.9 9

30% 3.0 4.75 6.1

40% 1.5 2 4.0

5. RESULTS AND DISCUSSION

From the experimental analysis, it is an evident that at age of 7, 14, 28 days fig 1,2,3 shows the

compressive strength, split tensile strength and flexural strength increases as a percentage of coconut

shell is increased. For the further increases of coconut shell the strength decreased. Optimum strength

obtained at 20% replacement of coconut shell as coarse aggregate.

6. CONCLUSIONS

Coconut shells can be used as partial replacement for coarse aggregate up to percentage of 10, 20, and

30. More than the 30% replacement decreases in strength is seen. For optimum result the 20%

replacement coconut shell is good. It was found that without addition of fly ash; only by replacement of

coconut shell strength has decreased at 10% and 20% when compared to normal concrete. When fly ash

was replaced for cement along with coconut shell as coarse aggregate replacement the strength property

was improved. Light weight concrete can be produced by using coconut shell as coarse aggregate.

Increase in percentage of coconut shell, decrease the densities of concrete. Coconut shell with 20%

replacement shows a higher strength than normal concrete.

REFERENCES

[1] Akshay S. Shelke, Kalyani R. Ninghot, Pooja P. Kunjekar, Shraddha P. Gaikwad (2014)

International Journal of Civil Engineering Research, “coconut shell as partial replacement for coarse

aggregate”.

[2] B.Damodhara Reddy, S.Aruna Jyothy, Fawaz Shaik (2014) IOSR Journal of Mechanical and Civil

Engineering, “experimental analysis of the use of coconut shell as coarse aggregate”.

[3] Dr. B. Rajeevan and Shamjith K M (2014) International Journal of Engineering Research &

Technology (IJERT), “a study on the utilization of coconut shell as coarse aggregate in concrete”.

[4] Jyothi Kamal and J.P. Singh (2015) International Journal of Innovative Research in Science,

Engineering and Technology, “experimental study on strength characteristics of m20 concrete with

partially replacement of coarse aggregate with coconut shell and cement with fly ash”.

[5] Md Taqiuddin, Nikita Munigal, Imtiyaaz Ahmed, Sharnappa (2015) International Journal for

Innovative Research in Science & Technology, “study on strength characteristics of concrete with partial

replacement of cement with fly ash and coarse aggregate with coconut shell”.

[6] R. Thenmozhi and N. Balasubramani (2015) Nature Environment and Pollution Technology,

“Experimental Study on Self Compacting Concrete (M25) with 25% Fly ash Incorporating 10%

Replacement of Coconut-Shell as Coarse Aggregate”.

[7] R. D. Padhye, N. S. Deo (2016) International Journal of Engineering Research, “cement replacement

by fly ash in concrete”.

[8] Shrikant M. Harle (2017) Journal of Research in Engineering and Applied Sciences, “partial

replacement of coarse aggregate with coconut shell in the concrete”.

CODE BOOK

EXPERIMENTAL STUDY ON

ALOE VERA FIBER CONCRETE WITH ADMIXTURE Manonmani P. N, Arulmani C, Kaarthickumar K, Udhayakumar P, Vijaykumar T



1. INTRODUCTION

Investigations and uses of composites reinforced with natural fibers have been growing over the past

decades. These composites offer economical, technical, societal and environmental advantages. As a

consequence, they became promising alternatives to replace synthetic fibers from non-renewable

sources. In this way, the study of the properties of these natural composites is of utmost importance to

enable its use. The current economic growth and technological development are motivating the search

for new materials to meet modern technological challenges and at the same time ,preserve the

environment. Natural fibers are a renewable resource, light in weight having high specific strength and

stiffness, biologically degradable and abundantly available at low cost. Natural fibers are also processing

friendly as they are non-abrasive as well as hypoallergenic.12–15Natural fibers can be derived from

plants, animals and minerals. Plant-derived natural fibers are cellulose based and are generally classified

according to the pastor type of plant from which they are extracted (as shown in Figure 1). Plant-derived

natural fibers are also the most widely used natural fibers for fabrication of bio-composites.

2. MATERIALS

2.1. Cement


bond with other materials to form a compact mass. Ordinary Portland cement is the most commonly

used cement for general engineering works. The specific gravity of all grades namely 33, 43 and 53

grades. In this project Ordinary Portland Cement of 53 grades is used for experimental work. Initial and

final setting time of the cement was 30 minutes and 600 minutes.

2.2. Fine aggregate

The fine aggregate used was locally available river sand without any organic impurities and conforming

to IS: 383 – 1970. The fine aggregate was tested for its physical requirements such as gradation, fineness

modulus, specific gravity and bulk density. A concrete can be made from sand consisting of rounded

grains as good as form that in which the grains or granular.

2.3. Water

Water is an important ingredient of concrete as it activity participates in the chemical reaction with

cement and potable water available in laboratory with pH value of not less than 6.5 and not more

than8.5, conforming to the requirement of IS 456 2000 were used for mixing concrete and curing the

specimen. The water which is fit for drinking should be used for making concrete.

2.4. Aloe Vera Fiber

Aloevera fibers are natural fibers are extracted from the plant by various techniques like mechanical

retting, chemical retting and water retting process. The aloevera fibres are extracted by water retting

process where long spiky leaves from aloevera fiber crushed and soaked in distilled water for two weeks

to separate the fiber and the filament. The extracted fibers are washed with distilled water thoroughly for

more than seven times (or) remove any pulp adhering to them. The fibers are dried in sunlight for about

10-12 h to remove the residual moisture. The fibers were obtained from the aloevera plant.

Figure 1 Aloe Vera Fiber

Figure 2 Prepared Aloe Vera Fiber

2.5 Fly Ash

Fly ash is a by-produced during the operation of coal-fiber power plant. The finely divided particles

from the exhaust gases are collected in electrostatic precipitators. These particles are called Fly ash.

Figure 3 Fly Ash

3. EXPERIMENTAL WORK

3.1 Tests on Fresh Concrete

The workability of a fresh concrete is a composite property which includes the diverse requirements of

stability, mobility, placing of ability and finishing ability. There are different methods for measuring the

workability. Each of them measures only particular aspects of it and there is no unique test which

measures workability of concrete in its totality. The test measures the relative effort required to change a

mass of concrete from definite shape to another by means of vibration. Slump test is the most commonly

used method of measuring consistency of concrete which can be employed either in the laboratory or at

the site of work. It is not a suitable method for very wet or very dry concrete. It does not measure all

factors contributing to workability, nor is it always representative of conveniently as a control test and

gives an indication of the uniformity of concrete from batch to batch.

Figure 4. Slump Cone Test

3.2 Test on Hardened Concrete

Compression test is the most common test conducted on hardened concrete, partly because it is an easy


qualitatively related to its compressive strength. The compressive test is carried out on specimen cubical

or cylindrical in shape. Sometimes, the compression strength of concrete is determined using parts of a

beam tested in flexure. The end parts of beam are left intact after failure in flexure and since the beam is

usually of square cross section, this part of the beam could be used to find out the compressive strength.

Figure 5. Tests on Concrete

4. RESULTS AND DISCUSSIONS

Figure 6 shows some examples of the load vs elongation curves obtained from the Instron machine

software. These curves display a typical elastic line followed by a sudden fracture of all the

compositions, which discloses the brittle behavior of the matrix, as well as of the composites. It is

important to mention that the polyester matrix composites presented similar behavior. The tensile

strength and elastic modulus results for epoxy and polyester composites with different percentages of

aloe vera fibers in respectively. It is possible to note that, within the standard deviation, the presence of

aloe vera fibers did not affect the tensile strength but increased the elastic modulus of epoxy matrix

composites. Indeed, the value of elastic modulus increased approximately 50 per cent for epoxy matrix

composites. By contrast, for polyester matrix composites, within the error bars, the introduction of aloe

vera fibers slightly decreased the tensile strength, while the elastic modulus remained constant.

Figure 6 Load Elongation Curves

5. CONCLUSION

The introduction of aloe vera fibers, within the standard deviations, did not change the tensile strength of

epoxy matrix composite and slightly decreased the tensile strength of polyester matrix composite. The

introduction of aloe vera fibers increased the elastic modulus in both composites, despite the relatively

highdispersion of values. SEM fractography revealed a poor adhesion between both the epoxy and

polyester matrices with the aloe vera fiber, which contributes to a small decrease in the composites

tensile strength. An alternative to overcome this problem is to apply a pre-treatment to the fibers.

Although, it implies in higher costs and chemical waste disposal to the environment.

6. REFERENCES

1. Balaji, A.N. and Nagarajan, K.J. (2017), “Characterization of alkali treated and untreated new cellulosic

fiber from Saharanaloe vera cactus leaves”, Carbohydrate Polymers, Vol. 174, pp. 200-208.

2. Barbosa, A.P., Margem, F.M., Monteiro, S.N., Oliveira, C.G.and Simonassi, N.T. (2016a), “Effect of

fiber equivalentdiameter on the elastic modulus of aloe vera fibers”, Materials Science Forum, Vol. 869,

pp. 396-401.

3. Barbosa, A.P., Margem, F.M., Oliveira, C.G., Simonassi, N.T., Braga, F.O. and Monteiro, S.N. (2016b),

“Charpy toughnessbehavior of eucalyptus fiber reinforced polyester matrix composites”, Materials

Science Forum, Vol. 869, pp. 227-232.

4. Chawla, K.K. (2012), Composite Materials Science and Engineering, 3rd ed. Springer, New York, NY.

5. Crocker, J. (2008), “Natural materials innovative natural composites”, Mater Techno, Vol. 23No. 3, pp.

174-178.

6. Faruk, O., Bledzki, A.K., Fink, H.P. and Sain, M. (2012), “Biocomposites reinforced with natural fibers:

2000-2010”,Progress in Polymer Science, Vol. 37No. 11, pp. 1555-1596.

7. Holbery, J. and Houston, D. (2006), “Natural-fiber-reinforced polymer composites applications in

automotive”, JOM,Vol. 58No. 11, pp. 80-86.

COMPARITIVE STUDY ON HIGH STRENGTH CONCRETE BY PARTIAL

REPLACEMENT OF EGG SHELL POWDER AND FOUNDRY SAND

Tamilamudhan.V, Raja Venkatesh.M.N, Jayasurya.M & Kalamani.G

UG Students, Department of Civil Engineering, Jansons Institute of Technology

Assistant Professor, Department of Civil Engineering, Jansons Institute of Technology

ABSTRACT

In recent years, concrete is the most widely used construction material due to its high compressive

strength and durability. In India the conventional concrete is produced by using natural river sand.

Taking much of river sand makes some environmental nuisance and hence government restricted on

sand quarry resulted in scarcity and significant increase in cost. It can be said that 7% of world’s

CO emission is attributable to Portland cement industry.

Replacing the cement and fine aggregate by Egg shell powder and foundry sand in the percentage of

0-20% for M35 grade concrete. The test were carried out to evaluate the compressive strength for 7,

14, 28 days. The optimum percentage of compressive strength obtained by using egg shell powder

and foundry sand is 10% and 15%. By combining the optimum percentage the compressive strength

result is tested and the result value decreased when compared with conventional concrete.

Keywords — Egg shell powder, foundry sand, ordinary Portland cement, compressive strength,

split tensile strength.

EXPERIMENTAL INVESTIGATION ON GEOPOLYMER CONCRETE

WITH PARTIAL REPLACEMENT OF DEMOLITION WASTE

Akilesh.V,Janardhanan.P.V,&SaravanaKumar.V UG Students, Department Of Civil Engineering, Jansons Institute of Technology

Assistant professor,Department of Civil Engineering,Jansons Institute of Technology

ABSTRACT

Geopolymer concrete is an innovative construction material which shall be produced by the

chemical action of inorganic molecule. Binders could be produced by polymeric reaction of alkali

liquids with the silicon and the aluminium in the source material such as Fly ash and GGBS and

these binders are termed as geopolymer.In geo polymer concrete, Fly ash and aggregates are mixed

with alkaline liquids such as sodium silicate and sodium hydroxide.

Large volume of fly ash is being produced by thermal power station and part of the fly ash produced

is used in concrete industry, low laying area fill, roads and embankment, brick manufacturing etc.

The balance amount of fly ash is stored in ponds. Further, use of fly ash as value added method in

the case of geopolymer concrete. The study reports on the impact resistance and strength is

compared by various cement replacement by the flyash in the levels of 80%,70%,60% and GGBS

in the levels of 20%,30%,40% with water binder ratio of 0.5 are taken into consideration. The results

are compared and the impact resistance is calculated by sand cushioned condition

Keywords — Demolition Waste, partial replacement, geopolymer concrete, granulated blast slag,

water binder ratio

AN EXPERIMENTAL STUDY ON BEHAVIOUR OF

BANANA FIBER IN CONCRETE Suresh Kumar S, Akash BM, Kabilan M, Karna H

Department Of Civil Engineering

Akshaya College of Engineering and Technology, Coimbatore

ABSTRACT

The project deals with an experimental investigation conducted to study the effects of chemically treated

banana fiber in concrete. Concrete mixes of compressive strength 20MPa were designed. By conducting

the standard test on control specimens, the optimum percentage of banana fiber in addition to added as

1%, 2%, 3% and 6% to exhibit the mechanical properties. To study the behavior in detail, prototype

concrete cubes with the optimum percentage of banana fibers were cast using the designed concrete

mixes and tests under loading. The compressive and split tensile strength for 7 days, 14 days and 28

days should be tested and compared for the optimum percentage of banana fibers and the ultimate load

carrying capacity.

Keywords — banana fiber, chemical treatment, load carrying capacity,repair prevention, optimal

percentage

ENERGY HARVESTING POTENTIAL OF DIFFERENT SHM DEVICES

– A REVIEW Suresh Kumar S & Rathnavel Pon.

Assistant Professors, Department of Civil Engineering,

Akshaya College of Engineering and Technology

ABSTRACT

The purview of structural health monitoring has evolved from damage control to energy harvesting. As

we are aware, Structural health monitoring (SHM) is the process of detection of damage and repair in

civil structures. There have been considerable technological interventions that can be used to monitor

the health of civil structures. The reactive approach of visible damage identification and rehabilitation is

being replaced by pro active approach of autonomous monitoring of structures. Autonomous Structural

Health monitoring systems typically include a whole lot of technology namely embedded sensors, data

acquisition, wireless communication, and energy harvesting systems.

Energy Harvesting systems for civil structures are now becoming a trend. With the availability of low-

power sensors and wireless communications in most recent SHM systems, a number of researchers have

recently investigated techniques to extract energy from such civil structures and the environment.

Ambient energy sources could be vibration, thermal gradient, sun, wind, pressure, etc. This paper

presents the various techniques used for energy harvesting out of SHM devices with a specific interest to

structures and environment of Coimbatore. The methods discussed are harvesting energy using

piezoelectric materials, electromagnetic harvesting methods, magnetostrictive methods and

thermoelectric generator.

Keywords — SHM devices, energy harvesting, piezo electric materials, electromagnetic

harvesting, magnetostrictive methods, thermoelectric generator, coimbatore

“Evolving Trends in Structural Monitoring and Rehabilitation”

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