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\title{Experimental Investigation on Dual Column Frame System for Seismic Resistance of Reinforced Concrete Frames}
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\begin{document}

             \author[1]{Dr. Hemalatha  G}

             \author[2]{oel Shelton  J}

             \author[3]{Dr. Hemalatha  G}

             \affil[1]{  Karunya University}

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\date{\small \em Received: 14 April 2016 Accepted: 2 May 2016 Published: 15 May 2016}

\maketitle


\begin{abstract}
        


Structures subjected to seismic forces must have adequate strength and stiffness to control inter storey drift in order to prevent damage to structural and non-structural elements during excitations. Linked column frame system (LCF) for steel structures was proposed by Peter Dusicka et.al (2009) with the objective of utilizing replaceable components that are strategically placed to protect the gravity load carrying system. In this paper the concept is extended to Reinforced concrete structures. A design procedure is proposed that ensures that plastic hinges form in the links of the link column at a significantly lower story drift than when plastic hinges develop in the moment frame beams. The experimental investigation consisted of cyclic load test on a single bay frame with and without link column. The test results showed a significant increase in the energy dissipation of the link column frames with a decrease in relative story drifts.

\end{abstract}


\keywords{non-linear pushover analysis, lateral loading, link column frame, seismic response, energy dissipation.}

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\let\tabcellsep& 	 	 		 
\section[{Introduction}]{Introduction}\par
he objective to construct structures that are safe and can withstand natural calamities like earthquake, wind, blast etc., has been essential for all construction activities. Peter  {\ref Dusicka et.al.,(2009)} recommended a lateral load resisting system, referred to as the linked column frame (LCF) system. This system combines features of conventional components to attain a system that can be designed for multiple performance objectives. In the LCF building system, selected columns are spaced in close to each other in specific areas and linked independently of the gravity system throughout the height. Under earthquake induced lateral loads, the relative deformations of the closely spaced columns engage the links which are designed to yield in shear to dissipate energy, control drift and limit the forces transferred to the surrounding structural members.\par
In this paper, lateral resisting system i.e. the link column frame (LCF) system, is extended to Reinforced concrete frame as shown in Figure \hyperref[fig_0]{1}. This system consists of easily replaceable link beams between two closely spaced columns and an adjacent flexible moment resisting frame. The links act as sacrificial structural elements that yield to provide nonlinear softening behaviour, ductility, and energy dissipation while limiting the inelastic deformation and related damage to the structural members of the adjacent moment resisting frame. The LCF links behave similarly to links in eccentrically braced frames, that is, they yield in shear and/or flexure depending on their length. The secondary frame system is designed as a sacrificial beam column system to yield in the inelastic range whereas the main system is in the elastic range. The link beams are designed as reinforced concrete members to resist shear and are connected to columns through bolted connections to offer a hinge connection and transfer only shear. 
\section[{II.}]{II.} 
\section[{Specimen for Experimental Investigation}]{Specimen for Experimental Investigation}\par
To carry out experimental Investigation three reinforced concrete frames were taken with and without link column system. Model 1 (M1) was cast as bare frame without link column. Model 2 (M2) had link column with rigid connection between the frame and the column, Model (M3) was designed with hinged connection between the beam and the link column. The dimensions of the specimen were scaled down in the ratio 1:3 based on the availability of the facilities in the laboratory. The details of the specimens cast are shown in table \hyperref[tab_0]{1}. Figure \hyperref[fig_0]{1} shows the schematic view of the specimens.  Design Procedure for Link Beam\par
The links are designed similarly to links in eccentrically braced frames and their yielding behaviour depends on their length and section properties. AISC Seismic Provisions (AISC) divides links into three categories based on their link length, e, plastic shear capacity, Vp, and plastic moment capacity, Mp. Vp and Mp, respectively, defined as follows \hyperref[b3]{[4]}:V p = ? y x A v x (1/ ? m )\textbf{(1)}M p = Z p ? y (2)\par
From the above equation, ? y is the shear stress for the section, A v is the shear area of the section, ? m is the partial safety factor of the material, ? y is the yield stress of the material, and Zp is the plastic modulus Shear links, which yield primarily in shear, have:e ? 1.6 (Mp/Vp)\textbf{(3)}\par
flexural links, which yield primarily in flexure, have:e ? 2.6 (Mp/Vp)\textbf{(4)}\par
and intermediate links, which may yield in a combination of shear and flexure, have:1.6 (Mp/Vp) < e < 2.6 (Mp/Vp)\textbf{(5)}\par
The above equations were used to design the length of the links and the values are given in table  {\ref 2}. IV. 
\section[{Analysis of the Links}]{Analysis of the Links}\par
To choose suitable links for the LCF system, the performance of various types of the links was studied using push over analysis in SAP 2000. The performance point of the frames with various link lengths was observed and is shown in figure  {\ref 2}. 
\section[{Fig. 3 : Performance levels of various types of links}]{Fig. 3 : Performance levels of various types of links}\par
The performance level of various types of link models were found between IO-LS (Immediate occupancy to life safety). Performance point is higher for the intermediate link model when compared with the shear and the flexural link. The shear links and flexural links started to yield earlier when compared to the intermediate links.\par
V. 
\section[{Beam to Column Connection with Dowels}]{Beam to Column Connection with Dowels}\par
For hinged connection in linked column frame (M3), the beam of the moment frame is connected to the linked column using dowel bars. The dowel bars are used to transfer shear loads across construction and movement joints in concrete. With reference to the beam to column connections, the shear force V at the top of the columns was calculated from the resisting moment M r of the section at the base of the columns with V = M r / h that, introducing a ? R factor, the force on the connection becomesH= ? R V = ? R M r / h (6) and R d = 0.9n ? 2 SQRT (f y f ck (1-? 2 ) )\textbf{(7)}\par
Where, n = no of dowels, ? = diameter of dowels, f ck = characteristic strength of concrete, f y = yield strength of steel, ? = normal tensile stress. 2 no's of 20mm ? bar as dowel reinforcement was provided for hinge connection. The dowel bar of 20 mm diameter was embedded in the column to a length equal to the development length. 
\section[{a) Bare frame (M1)}]{a) Bare frame (M1)}\par
This specimen (M1) was designated as the reference frame to compare its performance against linked column frame specimens. Ten full displacement cycles were applied to the frame. First shear cracks were observed at a displacement of 5.583mm. The corresponding restoring force was measured as 6 kN. At the end of the 5th cycle, at 8.56mm displacement, first yielding of the longitudinal reinforcement was observed. At this drift level, the restoring force was measured as 10 kN and the maximum crack opening was obtained as 1.0 mm. The base shear versus story drift relationship of bare frame and its crack patterns at the final stage of the test are given in Figure  {\ref 4}.  
\section[{b) Rigid link column frame (M2)}]{b) Rigid link column frame (M2)}\par
This specimen is a linked column frame in which the normal beam is rigidly connected to the linked column. Sixteen full displacement cycles were applied to the frame. First flexural cracks were observed at a displacement of 9.6 mm which is occurred at the link joints. The corresponding restoring force was measured  Cyclic load test was conducted on the three frames the behaviour of the specimens were studied. Discussions of the results are as follows longitudinal reinforcement was observed. At this drift level, the restoring force was measured as 30 kN. The base shear versus story drift relationship of bare frame and its crack patterns at the final stage of the test are given in figure  {\ref 5}. 
\section[{Experimental Investigation}]{Experimental Investigation} 
\section[{c) Hinged link column frame(M3)}]{c) Hinged link column frame(M3)}\par
This specimen is a linked column frame in which the normal beam is flexibly connected to the linked column. Sixteen full displacement cycles were applied to the frame. First shear cracks were observed at a displacement of 15.6 mm which is occurred at the hinged joint. The corresponding restoring force was measured as 20 kN. At the end of the 10th cycle, at 20.57 mm displacement, first yielding of the longitudinal Reinforcement was observed. At this drift level, the restoring force was measured as 33 kN. The base shear versus story drift relationship of bare frame and its crack patterns at the final stage of the test are given in figure  {\ref 6}.\par
The ability of a structure to dissipate the seismic input energy is an accurate measure of its expected seismic performance. The cumulative dissipated energy is determined as the sum of the area enclosed by each hysteretic loop. The dissipated cumulative energy versus deflection relation for all specimens is given in figure \hyperref[fig_8]{7}. The normal frame is the specimen which has the minimum energy dissipation capacity. The linked column frame which has a flexible connection is the one which dissipates maximum energy when compared with the rigid connection. The hinged linked column frames dissipated 65\% more energy than the rigid linked column frame. This enables the plasticization to occur in links in lower drift compared to beams in higher drifts. 
\section[{d) Lateral stiffness}]{d) Lateral stiffness}\par
The lateral stiffness was defined as the slope of the line connecting the positive and negative peaks of a given load-displacement cycle. Variation of the lateral stiffness with respect to story drift for all specimens is given in figure \hyperref[fig_9]{8}. Presence of hinged connection reduces the lateral stiffness of hinged linked column frames. As expected, the lateral stiffness decreases for hinged linked column when compared with the rigid linked column. Initial lateral stiffness is reduced by about 11.7\%. The overall stiffness of rigid linked column frame is 1.59 times greater than the normal frame's stiffness, respectively.   
\section[{Conclusion}]{Conclusion}\par
The Experimental investigation carried out to study the feasibility of implementing sacrificial link beam and column system for seismic resistance of reinforced concrete structures are presented. The following are the conclusions drawn ? From the formation of the hinges and the reduction in drift, it can be said that the linked column frame effectively protects the gravity beams as well as the columns such that the structure could rapidly return to occupancy through link replacement.\par
? Seismic performance of building can be improved by providing link column, which absorb the input energy during cyclic loading.\par
Since the replaceable links are also modelled as reinforced concrete elements the cost of construction can be greatly reduced. Effective hinge formation was obtained when dowel bar is inserted and the result shows that the energy dissipation of the linked column frame is better than the normal frame.    
\section[{VIII.}]{VIII.} 
\section[{Global}]{Global}\begin{figure}[htbp]
\noindent\textbf{1}\includegraphics[]{image-2.png}
\caption{\label{fig_0}Figure 1 :}\end{figure}
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\noindent\textbf{2a2b}\includegraphics[]{image-3.png}
\caption{\label{fig_1}Figure 2a :Figure 2b :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4a}\includegraphics[]{image-4.png}
\caption{\label{fig_2}Figure 4a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{32016}\includegraphics[]{image-5.png}
\caption{\label{fig_3}3 2016 E©}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4b}\includegraphics[]{image-6.png}
\caption{\label{fig_4}Figure 4b :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{42016}\includegraphics[]{image-7.png}
\caption{\label{fig_5}4 2016 E©}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{5a6a6b}\includegraphics[]{image-8.png}
\caption{\label{fig_6}Figure 5a :Figure 6a :Figure 6b :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-9.png}
\caption{\label{fig_7}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{7}\includegraphics[]{image-10.png}
\caption{\label{fig_8}Figure 7 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{8}\includegraphics[]{image-11.png}
\caption{\label{fig_9}Figure 8 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1} \par 
\begin{longtable}{P{0.85\textwidth}}
Year 2016\\
1\\
Global Journal of Researches in Engineering ( ) Volume XVI Issue II Version I E\end{longtable} \par
  {\small\itshape [Note: T ,]} 
\caption{\label{tab_0}Table 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{II} \par 
\begin{longtable}{P{0.12289156626506023\textwidth}P{0.1433734939759036\textwidth}P{0.163855421686747\textwidth}P{0.18433734939759036\textwidth}P{0.2355421686746988\textwidth}}
(Z) mm 3\tabcellsep (A v ) mm 2\tabcellsep Shear link mm\tabcellsep Flexure link mm\tabcellsep Intermediate link mm\\
6750\tabcellsep 196\tabcellsep 160\tabcellsep 258\tabcellsep 200\end{longtable} \par
 
\caption{\label{tab_1}Table II :}\end{figure}
 			\footnote{© 2016 Global Journals Inc. (US)} 		 		\backmatter   			 
\subsection[{Acknowledgement}]{Acknowledgement}\par
The authors are thankful to Ministry of Earth Sciences (MoES), GOI for sponsoring the research work. The authors also extend their sincere thanks to Karunya University for facilitating the research work. 			  			 			 			  				\begin{bibitemlist}{1}
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