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\title{Extension of the Consecutive Modal Pushover Analysis (CMP) to Asymmetric Concrete Moment Resistance Frame Buildings}
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             \author[1]{Babak H.  Mamaqani}

             \affil[1]{  University of Texas at Arlington}

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\date{\small \em Received: 13 December 2013 Accepted: 31 December 2013 Published: 15 January 2014}

\maketitle


\begin{abstract}
        


The nonlinear static procedure (NSP) based on pushover analysis is usually restricted with a single mode response. The NSP is valid mainly for low-rise buildings where the behavior is dominated by fundamental vibration modes. It is of significance to take into account of higher mode effects in pushover analysis of such structures as tall buildings or asymmetric structures. Consecutive Modal Pushover (CMP) procedure is recently proposed to consider higher mode effects in 2D models. This paper deals with the extension of the CMP method to asymmetric building structures. The asymmetric models of this study are reinforced concrete moment resisting frame buildings. The results are compared with results of nonlinear dynamic time-history analyses. Promising compatibility is found in both local and global responses.

\end{abstract}


\keywords{pushover analysis, consecutive modal pushover (cmp), tall buildings, higher mode effects.}

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\let\tabcellsep& 	 	 		 
\section[{I. Introduction}]{I. Introduction}\par
ccording to the nonlinear static procedure (NSP), also known as pushover analysis, seismic demands of a building can be computed by pushing the building with a specific height wise distribution lateral load pattern to reach a predetermined target displacement. NSP's suffer from some shortages. Among them, invariant load pattern is one of the most important limits and it causes higher modes effects being neglected during pushover analysis. Besides, in original NSP's, all methods were limited to planar structural models and so, torsional effects are not considered directly and effectively. Recently, attempts have been made to overcome these limits and extend the applicability of simplified methods to asymmetric structures, which require a 3D analysis and consider higher modes effects in the analysis e.g. \hyperref[b1]{(Ayala and Tavera 2002)}, \hyperref[b2]{(Aydinoglu, 2003)}, \hyperref[b3]{(Chopra and Goel, 2004)}, \hyperref[b6]{(Fujii et al., 2004)}, \hyperref[b9]{(Yu et al., 2004)} and \hyperref[b10]{(Zárate and Ayala, 2004)}.\par
This paper deals with the extension of the consecutive modal pushover (CMP) analysis which was proposed by \hyperref[b8]{(Poursha et al., 2009)}. The CMP procedure contains multi-stage and single-stage pushover analysis and is able to take higher modes effects into account. In the original version of the CMP method, 2D models were used and so, torsional effects were neglected. In the Author: University of Texas at Arlington. e-mail: Babak.hm@gmail.com paper, the extended CMP method is summarized and applied to four ten story buildings with 0\%, 5\%, 10\% and 20\% eccentricities in Y direction. The results are compared with results of nonlinear response history analysis (NL-RHA). 
\section[{II. Discription of the Consecutive}]{II. Discription of the Consecutive}\par
Modal Pushover (cmp)\par
The CMP procedure benefits from consecutive implementation of modal pushover analysis and uses limited number of modes to develop results \hyperref[b8]{(Poursha et al., 2009)}. This procedure contains a multi-stage and a single-stage pushover analysis. When the first stage of the multi-stage pushover analysis is performed completely, the next stage starts with initial structural state which is the same as the state at the end of the first stage. Numbers of modes which are considered in the multi-stage pushover analysis depend on the fundamental period of the structure. If the fundamental period of the structure exceeds 2.2 seconds, then, three modes shapes being used in analysis otherwise, two modes shapes would be enough. The displacement increment at the roof in each stage of multi-stage pushover analysis, u ri , is calculated as follows:?? ???? = ?? ?? ?? ?? (2.1)\par
In which, ?? ?? = ?? ?? , for stages before the last stage (2.2) and,?? ?? = 1 ? ? ?? ?? ?????1 ?? =1\par
, for the last stage (2.3)\par
Where ? t is the total target displacement at the roof, and N s is the number of stages considered in the multi-stage pushover analysis. Also, ? n is the effective modal mass ratio for the n th mode, which is defined as the ratio between the effective modal participating mass for the n th mode divided by total mass of the structure. The target displacement can be obtained through different methods e.g. capacity spectrum method (ATC-40, 1996), displacement coefficient approach (FEMA356, 2000), N2 method  {\ref (Fajfar, 2000)} and dynamic analysis of the structure \hyperref[b7]{(Moghadam, 2002)}. As mentioned before, the CMP procedure uses singlestage pushover analysis to develop results. Hence, a pushover analysis with a triangular or a uniform load distribution is performed separately. Seismic demands can be obtained by enveloping the peak responses derived from the multi-stage and the single-stage pushover analysis. The CMP procedure as proposed by \hyperref[b8]{Poursha (2009)} is summarized below in a sequence of steps: a) Calculate natural frequencies, ? n and mode-shapes, ? n . These properties are computed by Eigen values obtained from linearly elastic building analysis. Mode-shapes are normalized so that the roof component of ? n equals unity (? rn =1).\par
b) Compute ?? ?? * = ???? ?? \hyperref[b3]{(Chopra and Goel, 2004)}, where ?? ?? * shows the distribution of incremental lateral forces over the height of the structure for the n th mode. c) Compute the total target displacement of the structure at the roof, ? t . d) The CMP procedure consists of single-stage and multi-stage pushover analysis. First, Gravity analysis should be implemented and then, pushover analyses are performed according to the following sub-steps i. Perform the single-stage pushover analysis with the triangular load pattern for low to mid-rise building and the uniform load pattern for highrise building until the control node at the roof of the building reaches the predetermined target displacement.\par
ii. Perform two-stage pushover analysis for those buildings which their fundamental periods are less than 2.2s. In the first stage, a pushover analysis is performed by using the incremental lateral forces, ?? 1 * = ???? 1 , until the control node reaches ?? ??1 = ?? 1 ?? ?? , (Eqn. 2.1, for i=1). Then, second stage should be performed. In this stage, a pushover analysis is implemented by using the incremental lateral forces, ?? 2 * = ???? 2 , until the control node reaches ?? ??2 = ?? 2 ?? ?? , (Eqn. 2.3, for N s =2 and i=2). iii. Perform three-stage pushover analysis for those buildings which have fundamental period more than 2.2s. The first stage are exactly is the same with the first stage of the two-stage pushover analysis. Next pushover analysis is performed by using, ?? 2 * = ???? 2 , until the control node reaches ?? ??2 = ?? 2 ?? ?? (Eqn. 2.1, for i=2). Then, last pushover analysis is implemented by using ?? 3 * = ???? 3 until the control node reaches ?? ??3 = ?? 3 ?? ?? , (Eqn. 2.3, for N s =3 and i=3). e) Calculate peak responses of desired values in each pushover analysis. In the paper the one-, two-and three-stage pushover response are denoted by r 1 , r 2 and r 3 respectively.\par
f) Calculate the ultimate responses as follows:?? = ??????\{?? 1 , ?? 2 \} , ð??"ð??"ð??"ð??"??ð??"ð??" < 2.2?? (2.4) ?? = ??????\{?? 1 , ?? 2 , ?? 3 \} , ð??"ð??"ð??"ð??"??ð??"ð??" ? 2.2??\textbf{(2.5)} 
\section[{III. Analytical Models, Assumptions and Types of Analysis}]{III. Analytical Models, Assumptions and Types of Analysis}\par
Four ten-story reinforced concrete building with 0\%, 5\%, 10\% and 20\% eccentricity in Y direction are considered as models as shown in Fig.  {\ref 3}.1. Lateral load resisting systems of buildings are concrete moment resistant frame with medium ductility. All frames consist of 4*5m bays in each direction and a story height of 3.0m is assumed. Some brief characteristics of buildings are listed in Table  {\ref 3}.  The OpenSEES program is used to create and analyze models. The DD+50\%LL load combination are assumed in gravity analysis where DD, is the dead load and LL, is the live load. The CMP procedure is carried out for models. The P-? effects are neglected in all pushover analyses. Two modes are considered in the CMP procedure to develop responses and pushover analyses are implemented in X direction only. Each mode-shapes consists of two transitional (X,Y) and a rotational (rotation about Z) components. Since, models have eccentricities in Y direction as shown in Fig.  {\ref 3}.1., only X and rotational component of each mode-shape is considered and mode-shapes are normalized to 1 at top in X component. The target displacements are obtained as the maximum top floor displacement computed by NL-RHA. Seven far field ground motion records are selected from the ground motion database of the Pacific Earthquake Engineering Research Center (PEER) to run NL-RHA. A minimum 15 km distance from the station to surface rupture is considered to select record and soil type is B according to USGS classification system. All records are normalized to 0.35g before processing. Some detail characteristics of ground motion are listed in Table  {\ref 3} IV. 
\section[{Discussion of Results}]{Discussion of Results}\par
The drift ratio is defined as the ratio between relative displacements of two story divided by height of the story and calculated as follows: , the height-wise distribution of story drifts derived from the CMP is similar to NL-RHA. Additionally, the pushover analysis by using triangular lateral load pattern, underestimates drift ratios in higher levels in comparison with NL-RHA results.  
\section[{V. Conclusion}]{V. Conclusion}\par
Since higher-modes play significant role in tall building, The Consecutive Modal Pushover (CMP) procedure is proposed to consider higher-mode effects in the pushover analysis. It is assumed that dynamic characteristic of a structure are invariable during analysis and so, they are obtained through linearlyelastic analysis. The CMP procedure employs force distribution load pattern and consists of single-stage and multi-stage pushover analysis. The single-stage pushover analysis can be performed either by triangular or uniform load pattern. The multi-stage pushover analysis can be performed in two or three stages based on the height of the structure. Both single-stage and multi-stage pushover analysis are considered to develop results. The CMP procedure benefits from consecutive implementation of modal pushover analysis and uses limited number of modes to develop results. The CMP procedure estimates the height-wise distribution of drift ratio well, and their results are similar to results obtained by NL-RHA.\begin{figure}[htbp]
\noindent\textbf{31}\includegraphics[]{image-2.png}
\caption{\label{fig_0}Figure 3 . 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-3.png}
\caption{\label{fig_1}}\end{figure}
  \begin{figure}[htbp]
\noindent\textbf{31} \par 
\begin{longtable}{P{0.85\textwidth}}
: Models Characteristics\end{longtable} \par
 
\caption{\label{tab_0}Table 3 . 1}\end{figure}
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\noindent\textbf{} \par 
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\tabcellsep \tabcellsep \tabcellsep \multicolumn{4}{l}{Table 3.2 : Characteristics of Ground Motions}\tabcellsep \tabcellsep \\
No.\tabcellsep Name\tabcellsep Year\tabcellsep M\tabcellsep Recording Station\tabcellsep Dist. 1 (km)\tabcellsep \multicolumn{3}{l}{Component PGA(g) PGV(cm/s)}\\
1\tabcellsep Chichi\tabcellsep 1999\tabcellsep 7.6\tabcellsep TCU047\tabcellsep 33.01\tabcellsep N\tabcellsep 0.413\tabcellsep 40.2\\
2\tabcellsep Imperial\tabcellsep 1979\tabcellsep 6.5\tabcellsep 6604 Cerro Prieto\tabcellsep 23.5\tabcellsep H-CPE147\tabcellsep 0.169\tabcellsep 11.6\\
3\tabcellsep Kocaali\tabcellsep 1999\tabcellsep 7.4\tabcellsep Arcelik\tabcellsep 17\tabcellsep ARC000\tabcellsep 0.218\tabcellsep 17.7\\
4\tabcellsep Landers\tabcellsep 1992\tabcellsep 7.3\tabcellsep 23 Coolwater\tabcellsep 22.8\tabcellsep CLW-LN\tabcellsep 0.283\tabcellsep 25.6\\
5\tabcellsep Loma Prieta\tabcellsep 1989\tabcellsep 6.9\tabcellsep Anderson Dam\tabcellsep 20\tabcellsep AND270\tabcellsep 0.224\tabcellsep 20.3\\
6\tabcellsep Northridge\tabcellsep 1994\tabcellsep 6.7\tabcellsep 24000 LA\tabcellsep 35.9\tabcellsep OBR090\tabcellsep 0.335\tabcellsep 16.7\\
7\tabcellsep Sanfernando\tabcellsep 1971\tabcellsep 6.6\tabcellsep 24278 Castaic\tabcellsep 24.2\tabcellsep OPR021\tabcellsep 0.324\tabcellsep 15.6\end{longtable} \par
 
\caption{\label{tab_1}}\end{figure}
 			\footnote{© 2014 Global Journals Inc. (US)} 		 		\backmatter  			  				\begin{bibitemlist}{1}
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\end{document}
