Maximum interstory drift demands of steel frames in terms of the intensity measure INp
Edén Bojórquez^{1} , Victor Baca^{2} , Juan Bojórquez^{3} , Alfredo ReyesSalazar^{4} , Robespierre Chávez^{5} , María Hernández^{6}
^{1, 2, 3, 4, 5, 6}Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Calzada de las Américas y B. Universitarios s/n, C.P. 80040, Culiacán, Sinaloa, México
^{1}Corresponding author
Vibroengineering PROCEDIA, Vol. 11, 2017, p. 7378.
https://doi.org/10.21595/vp.2017.18416
Received 31 March 2017; accepted 12 April 2017; published 30 May 2017
In the present work, a new equation to predict the maximum interstory drift demands of midrise steel framed buildings is proposed in terms of a new ground motion intensity measures based on the spectral shape. For this aim, the maxim\um interstory drift of steel frames with 4, 6, 8 and 10 stories subjected to several narrowband ground motions is estimated as a function of the spectral acceleration at first mode of vibration $Sa\left({T}_{1}\right)$, which is commonly used in earthquake engineering and seismology, and with a new parameter related to the structural response known as ${I}_{Np}$. It is observed that the spectralshapebased intensity measure ${I}_{Np}$ is the parameter best related with the structural response of the selected steel frames under narrowband motions. For this reason, an equation to compute the maximum interstory drift demand of midrise steel frames as a function of ${I}_{Np}$ is proposed. The equation is useful for the rapid seismic assessment.
Keywords: intensity measure, spectral shape, interstory drifts, steel frames.
1. Introduction
The uncertainty of the structural response of buildings under several earthquake ground motions can be reduced if an efficient intensity measure (IM) is selected, where the efficiency is defined as the ability to predict the response of structures subjected to earthquakes with low uncertainty. Several studies have been developed with the aim to observe the relation between intensity measures and the seismic response of structures, and various intensity measures have been proposed [116]. Currently, several studies promote the use of vectorvalued or scalar ground motion IMs based on spectral shape, because they predict with good accuracy the maximum interstory drift and maximum ductility of structures subjected to earthquakes [8, 1213]. In particular, vector and scalar ground motion intensity measures based on ${N}_{p}$ which are representative of the spectral shape have resulted very well related with the nonlinear structural response in terms of peak and energy demands [1214, 17, 18]. Moreover, the parameter ${N}_{p}$ has been successfully used for ground motion record selection [19]. Nevertheless, most of the studies to illustrate the potential of ${N}_{p}$based intensity measures are related to the spectral shape in terms of acceleration were only the standard deviation of the maximum interstory drift has been obtained, and it is necessary to estimate the relation between promising intensity measures and peak drift demands. In addition, it is important to establish equations to compute the structural demands in terms of ground motion intensity measures as Cornell and coworkers suggest [20]. For this reason, the first objective of the present paper is to compare the efficiency of the new ground motion intensity measure ${I}_{Np}$ which is based on the spectral shape parameter ${N}_{p}$ in comparison with the most used intensity measure around the world which is the spectral acceleration at first mode of vibration. Then simplified expressions to compute the maximum interstory drift demands of midrise steel framed buildings in terms of ${I}_{Np}$ are proposed.
2. Methodology
2.1. Definition of the selected intensity measures
In the last years, the most used ground motion intensity measure by earthquake engineers, seismologists, and seismic design guidelines is the spectral acceleration at first mode of vibration. This parameter is very useful because is the perfect predictor of seismic response of elastic single degree of freedom systems and it is a good option for predicting the response of elastic multi degree of freedom structures dominated by the first mode of vibration. In addition, studies have demonstrated the sufficiency of $Sa\left({T}_{1}\right)$ with respect to magnitude and distance [7, 21]. Recently, various studies have demonstrated the inefficiency of $Sa\left({T}_{1}\right)$, for example to predict the response of buildings under near source ground motion records and narrowband motions [9, 12], energy demands [12, 22] and so on. The limitations of spectral acceleration at first mode of vibration can be clearly observed with the elastic response spectra where the scatter in the spectral shape due to the effect of the elongated period, or some spectral ordinates at higher mode periods is not considered. Inspired by this issues Bojórquez and Iervolino [12] have proposed the parameter ${N}_{p}$ and the ${I}_{Np}$ intensity measure. Although these parameters have been described in works developed by the first author and coworkers, in the next section with the aim to better understanding the potential of ${N}_{p}$ and ${I}_{Np}$, they are defined.
2.2. The spectral shape parameter ${\mathit{N}}_{\mathit{p}}$
Recent studies suggest that the spectral shape is crucial to predict the structural response of buildings under earthquakes and for this reason the earthquake engineering and seismology community has highlighted the limitations of spectral acceleration at first mode of vibration. For example, $Sa\left({T}_{1}\right)$ does not provide information about the spectral shape in other regions of the spectrum, which may be important for the nonlinear behavior (beyond ${T}_{1}$) or for structures dominated by higher modes (before ${T}_{1}$). In the case of nonlinear shaking, the structure may be sensitive to different spectral values associated to a range of periods defined, from the fundamental period and a limit value of practical interest, say ${T}_{N}$. This calls for intensity measures providing information about the spectral shape in a whole region of the spectrum as $\u2329Sa,{R}_{T1,T2}\u232a$ and $S{a}_{avg}({T}_{1},\dots ,{T}_{N})$, where ${R}_{T1,T2}$ is defined as the ratio between the spectral acceleration at the period T_{2} divided by the spectral acceleration at period ${T}_{1}$ and $S{a}_{avg}({T}_{1},\dots ,{T}_{N})$ is the geometrical mean between the period ${T}_{1}$ and ${T}_{N}$. Although parameters as$S{a}_{avg}({T}_{1},\dots ,{T}_{N})$ or the area under the spectrum, account for the spectral shape, a specific value of $S{a}_{avg}({T}_{1},\dots ,{T}_{N})$ or area under the spectrum may be associated with different patterns of the spectrum between ${T}_{1}$ and ${T}_{N}$, that is, with different spectral shapes. A useful improvement may be the use of $S{a}_{avg}({T}_{1},\dots ,{T}_{N})$ normalized with respect to $Sa\left({T}_{1}\right)$. To this aim the spectral shape parameter named N_{p} (Eq. 1) was proposed by Bojórquez and Iervolino [12]:
2.3. ${\mathit{I}}_{\mathit{N}\mathit{p}}$ ground motion intensity measure
To incorporate the effects of nonlinear behavior in the prediction of structural response, Bojórquez and Iervolino proposed a new scalar ground motion intensity measure based on $Sa\left({T}_{1}\right)$ and ${N}_{p}$ defined as:
In Eq. (2) the $\alpha $ value has to be determined from regression analysis. Analyses developed by Bojórquez and Iervolino and others [12, 17] suggest that the optimal values of $\alpha $are close to 0.4.
2.4. Steel structures
Four steel frames having 4, 6, 8 and 10 stories were considered for the study. The frames are denoted as F4, F6, F8 and F10, and they were designed according to the Mexico City Seismic Design Provisions having three eightmeter bays and story heights of 3.5 meters. A36 steel was used for the beams and columns of the frames. For the dynamic analysis of the steel frames models, the RUAUMOKO program [23] was used. Relevant characteristics for each frame, such as the fundamental period of vibration (${T}_{1}$), and the seismic coefficient (${C}_{y}$) are shown in Table 1 (the latter value was established from static nonlinear analyses). An elastoplastic model with 3 % strainhardening was used to represent the cyclic behavior of the transverse sections located at both ends of the steel beams and columns, and 3 % of critical damping was assigned to the first two modes of vibration of the frames.
Table 1. Characteristics of the structural steel frame models
Frame

Number of stories

Period of vibration (s)

${C}_{y}$

${T}_{1}$


F4

4

0.90

0.45

F6

6

1.07

0.42

F8

8

1.20

0.38

F10

10

1.35

0.36

2.5. Earthquake ground motion records
A set of 30 narrowbanded ground motions recorded at Lake Zone sites of Mexico City was considered (see Fig. 1). All the motions were recorded at sites having soil periods near of two seconds, during seismic events with magnitudes near of seven or larger and having epicenters located at distances of 300 km or more from Mexico City. It should be mentioned that sites having soil periods of two seconds are fairly common within the Lake Zone and that the higher levels of shaking (in terms of peak ground acceleration PGA and velocity PGV) have been consistently observed at these sites. Moreover, most of the structural damages in the wellknown 1985 Mexican earthquake occurred in the selected sites.
2.6. Incremental dynamic analysis
To observe the effectiveness of spectral acceleration and ${I}_{Np}$ to predict the maximum interstory drift demands of the selected steel frames under narrowband motions, incremental dynamic analysis is used [24]. For this aim, the records are scaled at different spectral acceleration and ${I}_{Np}$ values. Fig. 3 illustrate a typical plot of incremental dynamic analysis results for $Sa\left({T}_{1}\right)$ in terms of maximum interstory drift demands calculated for frame models F4 and F6 under the selected narrowband motions. It is observed a clear relation among $Sa\left({T}_{1}\right)$ and drift demands; however, the uncertainty to predict peaks demands using the spectral acceleration tend to increase if the level of intensity of the earthquake ground motion increases. For example for $Sa\left({T}_{1}\right)$ values smaller than 0.5 g, spectral acceleration is an excellent candidate as intensity measure since the uncertainty in the prediction is despicable, because the seismic response of the steel structure is almost linear elastic. Nevertheless, for values of intensities equals to 1.5 g, the maximum interstory drifts are in the range of 0.02 up to 0.125, which indicate large uncertainty and the limitations of $Sa\left({T}_{1}\right)$ to predict the seismic response of this structure for large levels of nonlinear behavior. Thus, it is necessary to use new intensity measures with better prediction capacity of the structural response as in the case of ${I}_{Np}$ as can be observed in Fig. 4. In this figure, incremental dynamic analysis for frames F4 and F6 is illustrated, where the horizontal axis corresponds to the records scaled at different ${I}_{Np}$ values, and the vertical to the maximum interstory drift. It is observed that for small intensity values, ${I}_{Np}$ is an excellent predictor of the structural response. Moreover, for large values of intensities, the range of maximum interstory drift demands at a specific level of ${I}_{Np}$ is not so large as in the case of $Sa\left({T}_{1}\right)$. For example, the range of peak drifts is from 0.05 until 0.1 for ${I}_{Np}$ values of 1.6 g, indicating the advantages of using the new intensity measure ${I}_{Np}$ in comparison with the spectral acceleration at first mode of vibration. The results suggest that large uncertainty is associated with the spectral acceleration as intensity measure. Thus, ${I}_{Np}$ can characterize with better efficiency the seismic response of buildings under narrowband motions, at least for the selected cases of the present study. This motivates the objective of the present study which is to propose simplified equations to compute maximum interstory drift demands of steel frames as a function of ${I}_{Np}$. Note that this study corresponds to the firsts efforts related to scale records for a specific ${I}_{Np}$ value.
Fig. 3. Incremental dynamic analysis for the selected midrise steel frames under narrowband motions using $Sa\left({T}_{1}\right)$ as intensity measure: a) F4; b) F6
Fig. 4. Incremental dynamic analysis for the selected midrise steel frames under narrowband motions using ${I}_{Np}$ as intensity measure: a) F4; b) F6
3. Equations to predict maximum interstory drifts as a function of ${\mathit{I}}_{\mathit{N}\mathit{p}}$
In this part of the present study, a simplified equation to estimate maximum interstory drift demands of steel frames under narrowband ground motions is proposed. The equation has the form suggested by Cornell et al. [13], which is wellknown as the power law model. This equation indicates that given the level of intensity (for example spectral acceleration), the predicted median interstory drift demand can be represented as follows:
where $\widehat{\gamma}$ is the median value of the maximum interstory drift demand; $IM$ is the selected intensity measure, in this study ${I}_{Np}$ is used as intensity measure; and finally, $a$ and $b$ are parameters that must be calibrated in the regression. In general, the equations to obtain the median value of the maximum interstory drift in terms of ${I}_{Np}$ can be expressed as follows:
Fig. 5 shows the results of the fitted developed for the Frame F4 and F6 using ${I}_{Np}$ as intensity measure. It is observed that the regression suggested a very well fitted with the median maximum interstory drift values obtained from the incremental dynamic analyses. The values of $a$ and $b$ are expressed in terms of the ratio of structural period divided by the soil period $T/Ts$ (Eqs. (56)). Eqs. (56) are substituted in the above proposed simplified equation to predict the median maximum interstory drift (Eq. (4)) as a function of the ground motion intensity measure ${I}_{Np}$ (see Eq. (7)). It is important to say that the proposed equation is very useful for a rapid estimation of the structural response of buildings:
Fig. 5. Median interstory drift demands obtained from incremental dynamic analysis of the midrise steel frames in terms of ${I}_{Np}$ for frames a) F4; b) F6
4. Conclusions
In this study, the efficiency of spectral acceleration at first mode of vibration to predict the seismic response of midrise steel framed buildings under narrowband motions was compared with a recently proposed ground motion intensity measure accounting for nonlinear behavior, which is known as ${I}_{Np}$. It was observed the advantages of ${I}_{Np}$ in comparison with $Sa\left({T}_{1}\right)$, where the uncertainty to predict the maximum interstory drift demands of the selected steel models was considerably reduced. Furthermore, a simplified equation to predict the median value of the maximum interstory drift demands of midrise frames subjected to narrowband ground motions in terms of ${I}_{Np}$ has been proposed. Note that the equation is valid for steel framed buildings with structural vibration periods smaller than the soil period. The equations proposed are very useful for the rapid assessment of the structural damage, seismic fragility estimation, structural reliability, life cycle cost and so on.
Acknowledgements
The support given by El Consejo Nacional de Ciencia y Tecnología is appreciated. Financial support also was received from the Universidad Autónoma de Sinaloa under Grant PROFAPI.
References
 Housner G. W. Spectrum intensities of strong motion earthquakes. Proceedings of the Symposium on Earthquake and Blast Effects on Structures. Earthquake Engineering Research Institute, 1952. [Search CrossRef]
 Housner G. W. Measures of severity of ground shaking. U.S. Conference on Earthquake Engineering. Earthquake Engineering Research Institute, 1975. [Search CrossRef]
 Arias A. A Measure of Earthquake Intensity. Seismic Design for Nuclear Power Plants. MIT Press, Cambridge, MA, 1970, p. 438483. [Search CrossRef]
 Aptikaev F. F. On the correlations of MM Intensity with parameters of ground shaking. The 7th European Conference on Earthquake Engineering, Atenas, Grecia, 1982. [Search CrossRef]
 Von Thun J.L., Rochin L. H., Scott G. A., Wilson J. A. Earthquake ground motions for design and analysis of dams. Earthquake Engineering and Soil Dynamics: II. Recent advance in groundmotion evaluation, Geotechnical Special Publication, ASCE, New York, 1988, p. 463481. [Search CrossRef]
 Cordova P. P., Dierlein G. G., Mehanny S. S. F., Cornell C. A. Development of a twoparameter seismic intensity measure and probabilistic assessment procedure. The 2nd U.S.Japan Workshop on PerformanceBased Earthquake Engineering Methodology for Reinforce Concrete Building Structures, Sapporo, Hokkaido, 2001, p. 187206. [Search CrossRef]
 Shome N. Probabilistic Seismic Demand Analysis of Nonlinear Structures. Ph.D. Thesis, Stanford University, 1999. [Search CrossRef]
 Baker J. W., Cornell C. A. A vectorvalued ground motion intensity measure consisting of spectral acceleration and epsilon. Earthquake Engineering and Structural Dynamics, Vol. 34, 2005, p. 11931217. [Search CrossRef]
 Tothong P., Luco N. Probabilistic seismic demand analysis using advanced ground motion intensity measures. Earthquake Engineering and Structural Dynamics, Vol. 36, 2007, p. 18371860. [Search CrossRef]
 Riddell R. On ground motion intensity indices. Earthquake Spectra, Vol. 23, Issue 1, 2007, p. 147173. [Search CrossRef]
 Mehanny S. S. F. A broadrange powerlaw form scalarbased seismic intensity measure. Engineering Structures, Vol. 31, 2009, p. 13541368. [Search CrossRef]
 Bojórquez E., Iervolino I. Spectral shape proxies and nonlinear structural response. Soil Dynamics and Earthquake Engineering, Vol. 31, Issue 7, 2011, p. 9961008. [Search CrossRef]
 Bojórquez E., Iervolino I., ReyesSalazar A., Ruiz S. E. Comparing vectorvalued intensity measures for fragility analysis of steel frames in the case of narrowband ground motions. Engineering Structures, Vol. 45, 2012, p. 472480. [Search CrossRef]
 Minas S., Galasso C., Rossetto T. Preliminary investigation on selecting optimal intensity measures for simplified fragility analysis of midrise RC buildings. 2nd European Conference on Earthquake Engineering and Seismology (2ECEES), Istanbul, Turkey, 2014. [Search CrossRef]
 Kostinakis K., Athanatopoulou A., Morfidis K. Correlation between ground motion intensity measures and seismic damage of 3D R/C buildings. Engineering Structures, Vol. 82, 2015, p. 151167. [Search CrossRef]
 Yakhchalian M., Ghodrati Amiri G., Nicknam A. Optimal vectorvalued intensity measure for seismic collapse assessment of structures. Earthquake Engineering and Engineering Vibration, Vol. 14, 2015, p. 3754. [Search CrossRef]
 Buratti N. A comparison of the performances of various groundmotion intensity measures. 15th World Conference on Earthquake Engineering, Lisbon, Portugal, 2012. [Search CrossRef]
 Modica A., Stafford P. Vector fragility surfaces for reinforced concrete frames in Europe. Bulletin of Earthquake Engineering, Vol. 12, Issue 4, 2014, p. 17251753. [Search CrossRef]
 Bojórquez E., ReyesSalazar A., Ruiz S. E., Bojórquez J. A new spectral shapebased record selection approach using N_{p} and genetic algorithms. Mathematical Problems in Engineering, 2013. [Search CrossRef]
 Cornell C. A., Jalayer F., Hamburger R. O., Foutch D. A. Probabilistic basis for 2000 SAC federal emergency management agency steel moment frame guidelines. Journal of Structural Engineering, Vol. 128, Issue 4, 2002, p. 526533. [Search CrossRef]
 Iervolino I., Cornell C. A. Records selection for nonlinear seismic analysis of structures. Earthquake Spectra, Vol. 21, 2005, p. 685713. [Search CrossRef]
 Bojórquez E., Astorga L., ReyesSalazar A., TeránGilmore A., Velázquez J., Bojórquez J., Rivera L. Prediction of hysteretic energy demands in steel frames using vectorvalued IMs. Steel and Composite Structures, Vol. 19, Issue 3, 2015, p. 697711. [Search CrossRef]
 Carr A. RUAUMOKO Inelastic Dynamic Analysis Program. Department of Civil Engineering, University of Cantenbury, Nueva Zelanda, 2011. [Search CrossRef]
 Vamvatsikos D., Cornell C. A. Incremental dynamic analysis. Earthquake Engineering and Structural Dynamics, Vol. 31, Issue 3, 2002, p. 491514. [Search CrossRef]