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\title{Experimental Studies on Flexural Behaviour of RC Beams Reinforced with Basalt Rebars}
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             \author[1]{R Ashutosh V  Kulkarni}

             \author[2]{Santosh  Rathod}

             \author[3]{Praveen  Talwar}

             \author[4]{John  Wesley}

             \author[5]{Sujeet  Patil}

             \author[6]{Dr. Aravindkumar B  Harwalkar}

             \affil[1]{  PDA College of Engineering}

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\date{\small \em Received: 1 January 1970 Accepted: 1 January 1970 Published: 1 January 1970}

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\begin{abstract}
        


The Paper covers utilization of Basalt rebar for concrete reinforcing, its comparatively new element, which seems a potential material for infrastructural reinforcing. Superior temperature endurance and low weight are only some of the advantages it offers above other composites and steel. Because it is non-corrosive, basalt rebar is an excellent option for reinforcing concrete constructions that are located near sea. The work describes several experimental studies, like a tensile strength testing of basalt rebar with standard steel as well as flexure strength test of beams reinforced both by basalt rebar and traditional steel, also work is being done for identifying material qualities, mixture ratio of M20 grade concrete as well as standard cubes were tested in compression as well as prisms are examined for flexural strength. There are 12 samples of 1500×150/230mm×1500 mm that have been cast and monitored under a 1000kN capacity load frame. Six of the specimens have standard steel reinforcement, while the other six have basalt reinforcement. Rebar with diameters of 10mm and 12mm is often utilized. The patterns of crack development with load deflection are being studied in this research project. Tensile strength of basalt rebar is double that of standard steel, according to results of experiments. When comparing basalt-reinforced beams with steel-reinforced beams, the loadâ??"deflection curve, the first crack load, the maximal load, as well as deflections are all taken into consideration. Conventional beams with basalt-reinforced beams have similar ultimate load-carrying capability. Deflection in basalt reinforced beams is 66.66 percent lower than in normal beams, according to the research. Failure of conventional RC beams was determined to be based on flexure criteria, but the failure of basalt reinforced RC beams was based on the expansion of shear crack.

\end{abstract}


\keywords{basalt rebar, steel, flexural behavior, reinforced concrete beams.}

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\let\tabcellsep& 	 	 		 
\section[{I. Introduction}]{I. Introduction}\par
ew and better materials are being sought for by construction industry in an effort to develop product which is both lucrative to business as well as useful to building projects. These days, many new composite materials are being created upon large scale in industry and are being employed in routine building projects all over world. New, environmentally friendly materials must be used in lieu of older ones that are no longer sustainable or worthy of use because of their weakness, corrosion risk, or environmental effect.\par
Basalt is a common rock found all over world, and it's used to make basalt fibre. Concrete may be reinforced using Basalt Rebar, which is a great product. The tensile strength is three times greater and it is four times lighter over steel rebar. Basalt fibres are pultruded into rebar using pultrusion technology. Massive volumes of basalt rebar can be mass-produced. When exposed to heat, basalt rebar does not emit hazardous fumes or combust, and it does not cause an explosion. They will not generate a product that is toxic or detrimental to the environment when they are in close touch with chemicals. Corrosion damage to reinforced structures does have negative effect upon its endurance and ultimate strength. Basalt bars used as reinforcing in concrete projects are non-corrosive, according to Saravanan S and Rohith N S \hyperref[b0]{[1]}. Flexural behavior and load bearing capacity were both improved by 23\% and 11\%, respectively, when M30 grade beam specimens were reinforced with Basalt bars, according to the findings of the experiments. Because to its lower density, basalt bar weighs less than steel bar. Basalt bar has the benefit of being resistant to chemical assaults like alkali, rust, as well as acids in its natural state. A volcanic igneous rock, basalt is created with cooling of molten lava hundreds of kilometers below surface. Researchers led by Marek Urbanski et al. \hyperref[b1]{[2]} investigated the stress-strain behavior of material that turned out as linear besides quite dissimilar compared with steel. Jibin.c bright and Preetha Prabhakaran \hyperref[b2]{[3]} studied the effects of prolonged stress and exposed with alkaline solution at extreme heat on concrete deformation and compared findings to acceptable standard levels defined by codal criteria. As in comparison with steel bars, Basalt rebar's creep rupture strength is much lower than steel bars' tensile strength. Rebars made of basalt are characterized by their intrinsic qualities, resin as well as adhesion with one another, all of which influence their creep properties. 2. Regarding RC beams having basalt reinforcement, to establish preliminary cracking load, ultimate load, and load-deflection pattern; and to compare findings with conventional RC beams. 3. In order to determine how RC beams having basalt reinforcement and standard RC beams behave when subjected to flexure. 
\section[{II. Objectives}]{II. Objectives} 
\section[{III. Methodology a) Material used}]{III. Methodology a) Material used}\par
In the experiment, materials included are cement, river sand, coarse aggregates, Basalt rebar, regular steel, and water.\par
A single batch of OPC53 graded cement, manufactured with compliance to specifications of IS 12269-1987, is utilized throughout the project. The project uses river sand from zone II of IS 383-1970, which is occurs naturally as well as locally accessible. According to IS 383-1970, crushed basalt stones are a depth of 20 mm. Basalt rebar is a cutting-edge composite material that has ardent proponents across the world. Rebar produced from basalt roving is known as basalt rebar. Spiral-ribbing carrier rods are made from twisted basalt strip, oiled on exterior, and enclosed in very durable polymeric compound. Corrosive conditions are no match for basalt rebar. In contrast, steel is vulnerable to regular corrosion. Alkalis, rust, and acids can't penetrate basalt rebar since it is inherently resistant. There's no need for a particular finish on this piece. Cutting basalt rebar to length is simple and may be done using standard tools. The basalt rebars are shown in Figure \hyperref[fig_0]{1}.\par
Fe 500 grade steel should be used for typical RC beams that meet IS 1786-1985 standards. Reinforcement is provided by 12mm as well as 10mm diameter bars.\par
In compliance with IS 456-2000, water that is fit for human consumption is used for both the casting as well as curing of concrete in this study. Table  {\ref I} shows the mix ratios. 
\section[{Table I: Sample mixtures of M20 grade concrete}]{Table I: Sample mixtures of M20 grade concrete}\par
Concrete mix 3 was chosen for casting RC beams based upon preceding findings of compressive strength, and selected mix's compressive strength were determined after 28 days of traditional curing. 
\section[{c) Specimen Details}]{c) Specimen Details}\par
All these conventional as well as basaltreinforced beams are included in Table \hyperref[tab_3]{III}    Tensile strength testing is often used steel tests. An attempt is made to break the sample until it cracks in order to measure its tensile strength, yield strength, plasticity, and decrease in surface area using a bending test. For testing, this has been put into its paces using 500-kN digital servo-driven universal equipment. 
\section[{ii. Compressive Strength}]{ii. Compressive Strength}\par
Compressive strength may be determined experimentally in accordance with codal criteria. Compressive strength of cube may be calculated using below equation.\par
Cube Compressive strength=load at failure/ cross sectional area in N/mm 2 .\par
iii. Bending Strength According to codal criteria, bending strength of a normal concrete prism is deliberated. Equation is used to determine bending strength is as shown below:\par
Bending strength=PL/bd2 in N/mm 2 . 
\section[{iv. Analysis of RC Beams}]{iv. Analysis of RC Beams}\par
After 28 days of curing, reinforced concrete beams were prepared to be tested. For making it easy for mounting upon testing machines and reinforced concrete beams are capable for testing. Marking lines were used to indicate placement of point loads, supports, as well as beam's mid-span on the testing machine. In order to conduct the test, the specimen was placed horizontally in a loading setup. In such 1000KN capacity loading frame, the beams are put to the test. The beams are held in place by circular steel supports on each of their two sides. There was only one-third point loading on all of the beams since they were designed to break in flexure instead of shear. During this test, the beam was equipped with an LVDT to measure deflection at the mid-span. The beam's midspan point was fitted with a load cell. Repetition of the jacking process until beam's maximum load capacity was attained was necessary for applying load. The twopoint loading system was chosen. The pace of loading remained constant throughout. The data gathering technology automatically acquired information. Figure \hyperref[fig_2]{4} depicts testing apparatus.  When compared to standard steel, basalt rebars are 72.5 percent lighter in weight. 
\section[{b) Tensile Strength Test for Conventional and Basalt Rebars}]{b) Tensile Strength Test for Conventional and Basalt Rebars}\par
A 500 kN digital universal servo-controlled tensile strength testing equipment was used to perform test in accordance with requirements of IS 1608, as indicated in Figures  {\ref 5 and 6}. Figures \hyperref[fig_4]{7 and 8} illustrate results of tests. In addition to elongation value, Bend and Rebend test was utilized to determine ductility, and test was carried out in accordance with IS1786-2008. basalt rebar failed bend and rebend test, but standard steel did, demonstrating that basalt rebar has a lower ductility value than steel. The basalt rebar's biggest drawback is this. 
\section[{d) Compressive Strength Test}]{d) Compressive Strength Test}\par
Using the accelerated curing technique, compressive strength test results are shown in Table \hyperref[tab_4]{IV}.\par
After testing trial mixes utilising an accelerated curing technique, it was determined that Trial MIX3 was strong enough for use in casting of RC beams. Table \hyperref[tab_6]{V} shows results of compressive strength testing after 28 days. Trial MIX3 is used to make three cubes, which are then kept for conventional curing. Traditional curing yields compressive strength that is almost comparable to predicted strength attained with accelerated curing. Fig. \hyperref[fig_4]{8} shows a cube specimen that has failed.       There are three primary crack loading for BB11, BB12, and BB13, respectively: 61.7kN, 37.2kN, and 35.1kN, correspondingly. Ultimate load values were 120.7kN, 124kN, as well as 121kN respectively. Also, deflection value was 5.24mm, 4.38mm, 7.7mm respectively. Every one of specimen exhibited shear crack which went all way through to compression face. The initial crack had been flexural crack. 
\section[{b. Basalt Reinforced Beams (BB2 Series)}]{b. Basalt Reinforced Beams (BB2 Series)}\par
As shown in Figure \hyperref[fig_9]{13}, typical cracking formation of beam BB21, BB22, and BB23 and load vs. deflection graph is displayed. For BB21, BB22, and BB23, first crack loads are 53.5kN, 37.2kN, and 47.5kN, correspondingly. There is a 107.5kN, 120.7kN, and 116.2kN ultimate load. That's 4.91mm, 4.38mm, and 3.63 millimetres of deflection in each case.\par
Every one of the specimens exhibited shear crack which went all way through to compression face.\par
The initial crack had been flexural crack, in spite of fact that. 
\section[{ii. Assessment of First Crack as well as Ultimate}]{ii. Assessment of First Crack as well as Ultimate}\par
Load of Several RC Beam Figures \hyperref[fig_11]{14 and 15} show comparing with first crack as well as ultimate weight for standard RC beams with basalt strengthened beam (CB1\&BB1) besides (CB2\&BB2).  When equated with conventional reinforced concrete (RC) beam of CB2 series, first crack load of Basalt reinforced BB2 series beam fell with 5.62 percent. In comparison to ordinary RC beam of CB2 series, maximum load for BB2 series' Basalt reinforced beam was reduced by 20.78 percent. 
\section[{V. Conclusions and Further Scope a) Conclusion}]{V. Conclusions and Further Scope a) Conclusion}\par
Established upon findings of an experimental investigation, the relevant conclusions are drawn:\par
1. Basalt rebar has a tensile strength double that of conventional steel. 2. This means that basalt rebar is 71.5 percent lighter per meter of length when compared to ordinary steel. 3. The basalt rebar's lack of ductility is a serious drawback. In contrast to slow collapse of ordinary rebar, failure of basalt rebars was instantaneous.\par
4. The failure of conventional RC beams occurred immediately after first crack formed, but failure of basalt-reinforced beams occurred after first crack formed. 5. Deflecting value for basalt reinforced beam is extraordinarily reduced by 66.66\% in comparison with normal beam, basalt reinforced RC beams have a greater rigidity. 6. Conventional RC beam failure was flexural, but the failure of basalt reinforced beams was due to expansion of shear cracks, which may be linked to basalt reinforcing bars' increased tensile strength. 7. Basalt reinforced beams including a tension steel percentage of 0.5 percent had lower first crack load as well as ultimate load than conventionally reinforced beams, reducing by 59\% and 5.62 percent, respectively. 8. For 0.73 percent tension steel reinforced Basalt beams, ultimate load as well as first crack load were reduced by 57.66 percent and 20.78\%\begin{figure}[htbp]
\noindent\textbf{1}\includegraphics[]{image-2.png}
\caption{\label{fig_0}Fig. 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{0623}\includegraphics[]{image-3.png}
\caption{\label{fig_1}06 Fig. 2 :Fig. 3 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4}\includegraphics[]{image-4.png}
\caption{\label{fig_2}Fig. 4 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{56}\includegraphics[]{image-5.png}
\caption{\label{fig_3}Fig. 5 :Fig. 6 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{8}\includegraphics[]{image-6.png}
\caption{\label{fig_4}Fig. 8 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{9}\includegraphics[]{image-7.png}
\caption{\label{fig_5}Fig. 9 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{10}\includegraphics[]{image-8.png}
\caption{\label{fig_6}Fig. 10 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{11}\includegraphics[]{image-9.png}
\caption{\label{fig_7}Fig. 11 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{12}\includegraphics[]{image-10.png}
\caption{\label{fig_8}Fig. 12 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{13}\includegraphics[]{image-11.png}
\caption{\label{fig_9}Fig. 13 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{14}\includegraphics[]{image-12.png}
\caption{\label{fig_10}Fig. 14 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{15}\includegraphics[]{image-13.png}
\caption{\label{fig_11}Fig. 15 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{} \par 
\begin{longtable}{P{0.22793296089385473\textwidth}P{0.1377094972067039\textwidth}P{0.4843575418994413\textwidth}}
Volume Xx XII Issue II V ( ) E ersion I 26 Year 2022 Global Journal of Researches in Engineering\tabcellsep Experimental © 2022 Global Journals Sl.No. I. II. III. IV.\tabcellsep Material 1Cement Fine2 Aggregate Coarse 3 Aggregate 1163.12kg/m3 1178.74kg/m3 1180.48kg/m3 MIX1 MIX2 MIX3 380kg/m3 370kg/m3 360kg/m3 667.05kg/m3 676.01kg/m3 677kg/m3 4 Water 209kg/m3 199.8kg/m3 194.4kg/m3\end{longtable} \par
 
\caption{\label{tab_1}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{II} \par 
\begin{longtable}{P{0.18728813559322033\textwidth}P{0.3313559322033898\textwidth}P{0.07203389830508473\textwidth}P{0.2593220338983051\textwidth}}
Specimen kind\tabcellsep Specimen dimension (mm)\tabcellsep Tests\tabcellsep Specimens quantity\end{longtable} \par
 
\caption{\label{tab_2}Table II :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{III} \par 
\begin{longtable}{P{0.04162371134020618\textwidth}P{0.047100515463917525\textwidth}P{0.03943298969072165\textwidth}P{0.03724226804123711\textwidth}P{0.10077319587628865\textwidth}P{0.5838273195876289\textwidth}}
Series\tabcellsep Beam identification\tabcellsep Whole length\tabcellsep Clear span\tabcellsep Beam mm dimension in\tabcellsep Reinforcing particulars\\
\tabcellsep CB11\tabcellsep 1500\tabcellsep 1300\tabcellsep 1500×150×230\tabcellsep 2 of 8mm at top and 2 of 10mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c\\
Traditional beam\tabcellsep CB12\tabcellsep 1500\tabcellsep 1300\tabcellsep 1500×150×230\tabcellsep 2 of 8mm at top and 2 of 10mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c\\
\tabcellsep CB13\tabcellsep 1500\tabcellsep 1300\tabcellsep 1500×150×230\tabcellsep 2 of 8mm at top and 2 of 10mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c\\
\tabcellsep CB21\tabcellsep 1500\tabcellsep 1300\tabcellsep 1500×150×230\tabcellsep 2 of 8mm at top and 2 of 12mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c\\
Traditional beam\tabcellsep CB22\tabcellsep 1500\tabcellsep 1300\tabcellsep 1500×150×230\tabcellsep 2 of 8mm at top and 2 of 12mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c\\
\tabcellsep CB23\tabcellsep 1500\tabcellsep 1300\tabcellsep 1500×150×230\tabcellsep 2 of 8mm at top and 2 of 12mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c\end{longtable} \par
  {\small\itshape [Note: d) Determining Mechanical Characteristicsi. Tensile strength testing for rebar's]} 
\caption{\label{tab_3}Table III :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{IV} \par 
\begin{longtable}{P{0.07058303886925794\textwidth}P{0.3776943462897526\textwidth}P{0.01351590106007067\textwidth}P{0.08710247349823322\textwidth}P{0.015017667844522969\textwidth}P{0.2793286219081272\textwidth}P{0.006757950530035335\textwidth}}
\tabcellsep \multicolumn{5}{l}{Series a) Rebars Characteristics Beam identification Basalt reinforce Beam BB11 BB12 i. Rebar type Whole length IV. Results and Discussions Beam Clear span dimension in Reinforcement particulars mm 1500 1300 1500×150×230 2 of 8mm at top and 2 of 10mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c 1500 1300 1500×150×230 2 of 8mm at top and 2 of 10mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c Average weight / Diameter meter length in kg}\\
\tabcellsep \tabcellsep BB13\tabcellsep 1500\tabcellsep 1300 1500×150×230 12\tabcellsep 2 of 8mm at top and 2 of 10mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c 0.86\\
Volume Xx XII Issue II V ersion I Year 2022 28\tabcellsep Basalt reinforce Beam\tabcellsep BB21 BB22 BB23\tabcellsep \multicolumn{2}{l}{1500 1500 Traditional Rebar 1300 1500×150×230 1300 1500×150×230 10 8 12 1500 Basalt rebar 10 1300 1500×150×230 8}\tabcellsep 2 of 8mm at top and 2 of 12mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c 2 of 8mm at top and 2 of 12mm at bottom, 2 0.58 0.38 0.23 Legged Vertical Stirrups of 6mm at 125 c/c 0.16 2 of 8mm at top and 2 of 12mm at bottom, 2 Legged Vertical Stirrups of 6mm at 125 c/c 0.10\tabcellsep Year 2022\\
( ) E\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Global Journal of Researches in Engineering\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep © 2022 Global Journals\tabcellsep \tabcellsep \tabcellsep \tabcellsep \end{longtable} \par
 
\caption{\label{tab_4}Table IV :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{IV} \par 
\begin{longtable}{P{0.06071428571428571\textwidth}P{0.17089947089947088\textwidth}P{0.11693121693121693\textwidth}P{0.22261904761904763\textwidth}P{0.16865079365079363\textwidth}P{0.11018518518518518\textwidth}}
Mix identity\tabcellsep Specimen Name\tabcellsep Load (kN)\tabcellsep Compressive strength in N/mm² (accelerated curing test)\tabcellsep Compressive strength +12.65 N/mm²\tabcellsep Average compressive strength N/mm²\\
\tabcellsep Cube 11\tabcellsep 405.8\tabcellsep 18.03\tabcellsep 30.68\tabcellsep \\
MIX.1\tabcellsep Cube 12\tabcellsep 458\tabcellsep 20.35\tabcellsep 33\tabcellsep 33.59\\
\tabcellsep Cube 13\tabcellsep 550.4\tabcellsep 24.46\tabcellsep 37.11\tabcellsep \\
\tabcellsep Cube 21\tabcellsep 342.6\tabcellsep 15.22\tabcellsep 27.87\tabcellsep \\
MIX.2\tabcellsep Cube 22\tabcellsep 481.9\tabcellsep 21.41\tabcellsep 34.06\tabcellsep 29.77\\
\tabcellsep Cube 23\tabcellsep 331.9\tabcellsep 14.75\tabcellsep 27.40\tabcellsep \\
\tabcellsep Cube 31\tabcellsep 337.6\tabcellsep 15.0\tabcellsep 27.65\tabcellsep \\
MIX.3\tabcellsep Cube 32\tabcellsep 451.2\tabcellsep 20.05\tabcellsep 32.70\tabcellsep 29.08\\
\tabcellsep Cube 33\tabcellsep 320.4\tabcellsep 14.24\tabcellsep 26.89\tabcellsep \end{longtable} \par
 
\caption{\label{tab_5}Table IV :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{V} \par 
\begin{longtable}{P{0.24716312056737585\textwidth}P{0.12659574468085105\textwidth}P{0.054255319148936165\textwidth}P{0.19290780141843972\textwidth}P{0.22907801418439716\textwidth}}
\multicolumn{3}{l}{Mix identity Specimen Name Load (KN)}\tabcellsep Compressive strength N/mm²\tabcellsep Average compressive strength N/mm²\\
\tabcellsep Cube 11\tabcellsep 742\tabcellsep 33\tabcellsep \\
MIX.3\tabcellsep Cube 12\tabcellsep 659\tabcellsep 29\tabcellsep 29.6\\
\tabcellsep Cube 13\tabcellsep 602\tabcellsep 26\tabcellsep \end{longtable} \par
 
\caption{\label{tab_6}Table V :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{VI} \par 
\begin{longtable}{P{0.09829931972789116\textwidth}P{0.2139455782312925\textwidth}P{0.1272108843537415\textwidth}P{0.20816326530612245\textwidth}P{0.20238095238095236\textwidth}}
Mix identity\tabcellsep Specimen Name\tabcellsep Load (kN)\tabcellsep Flexural strength N/mm²\tabcellsep Average flexural strength N/mm²\\
\tabcellsep Prism 11\tabcellsep 11.76\tabcellsep 4.704\tabcellsep \\
MIX.1\tabcellsep Prism 12\tabcellsep 8.82\tabcellsep 3.52\tabcellsep 3.78\\
\tabcellsep Prism 13\tabcellsep 7.84\tabcellsep 3.13\tabcellsep \end{longtable} \par
 
\caption{\label{tab_7}Table VI :}\end{figure}
 			\footnote{© 2022 Global Journals ( )} 			\footnote{© 2022 Global Journals} 		 		\backmatter  			  				\begin{bibitemlist}{1}
\bibitem[Jibin C Sunny and Prabhakaran (2016)]{b2}\label{b2} 	 		‘Experimental study on properties of concrete reinforced with basalt bars’.  		 			Preetha Jibin C Sunny 		,  		 			Prabhakaran 		.  	 	 		\textit{International research journal of engineering and technology}  		July 2016. 3  (7)  p. .  	 
\bibitem[Saravanan and Rohith]{b0}\label{b0} 	 		\textit{Investigation of Structural Members with Basalt Rebar Reinforcement as an Effective Alternative of Standard Steel Rebar},  		 			S Saravanan 		,  		 			N S Rohith 		.  		 	 
\bibitem[Urbanskia et al. ()]{b1}\label{b1} 	 		‘Investigation on Concrete Beams Reinforced with Basalt Rebars as an Effective Alternative of Conventional R/C Structures’.  		 			Marek Urbanskia 		,  		 			Andrzej Lapkob 		,  		 			Andrzej Garbaczc 		.  	 	 		\textit{journal homepage Procedia Engineering}  		2013. 57 p. .  	 
\bibitem[IS 1786-1985, specification for high strength deformed steel bars and wires for concrete reinforcement]{b5}\label{b5} 	 		\textit{IS 1786-1985, specification for high strength deformed steel bars and wires for concrete reinforcement},  		Bureau of Indian Standard; New Delhi.  	 
\bibitem[Recommended guidelines for concrete mix design]{b6}\label{b6} 	 		\textit{Recommended guidelines for concrete mix design},  		 IS 10262:2009.  		Bureau of Indian Standard, New Delhi.  	 
\bibitem[Specification for 53 grade ordinary Portland cement]{b3}\label{b3} 	 		\textit{Specification for 53 grade ordinary Portland cement},  		 IS 12269-1987.  		New Delhi.  	 
\bibitem[Specification for coarse and fine aggregates from natural sources for concrete]{b4}\label{b4} 	 		\textit{Specification for coarse and fine aggregates from natural sources for concrete},  		 IS 383:1970.  		New Delhi.  		 			Bureau of Indian Standard 		 	 
\end{bibitemlist}
 			 		 	 
\end{document}
