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1.
Andreas J. Kappos 《地震工程与结构动力学》1991,20(2):167-176
Criteria to be used for the analytical prediction of collapse of R/C buildings subjected to earthquake excitation are suggested. It is attempted to include in the criteria as many of the parameters involved as possible, while keeping the complexity, as well as the cost of analysis reasonably low. Two combined collapse criteria are finally suggested, corresponding to member failure and storey failure. Using these criteria, quantitative estimations can be obtained of the actual values of behaviour factors (q-factors) used in modern seismic codes. The ground motion dependence of these factors, as well as the sensitivity of their calculated values to the assumption made about the stiffness of R/C members, is illustrated with reference to two typical structures. 相似文献
2.
Chara Ch. Mitropoulou Nikos D. Lagaros Manolis Papadrakakis 《Bulletin of Earthquake Engineering》2010,8(6):1375-1396
The basic objective of this study is the assessment of the European seismic design codes and in particular of EC2 and EC8
with respect to the recommended behaviour factor q. The assessment is performed on two reinforced concrete multi-storey buildings, having symmetrical and non-symmetrical plan
view respectively, which were optimally designed under four different values of the behaviour factor. In the mathematical
formulation of the optimization problem the initial construction cost is considered as the objective function to be minimized
while the cross sections and steel reinforcement of the beams and the columns constitute the design variables. The provisions
of Eurocodes 2 and 8 are imposed as constraints to the optimization problem. Life-cycle cost analysis, in conjunction with
structural optimization, is believed to be a reliable procedure for assessing the performance of structures during their life
time. The two most important findings that can be deduced are summarized as follows: (1) The proposed Eurocode behaviour factor
does not lead to a more economical design with respect to the total life-cycle cost compared to other values of q (q = 1, 2). (2) The differences of the total life-cycle cost values may be substantially greater than those observed for the
initial construction cost for four different q (q = 1, 2, 3, 4). 相似文献
3.
In many parts of the world, the repetition of medium–strong intensity earthquake ground motions at brief intervals of time has been observed. The new design philosophies for buildings in seismic areas are based on multi‐level design approaches, which take into account more than a single damageability limit state. According to these approaches, a sequence of seismic actions may produce important consequences on the structural safety. In this paper, the effects of repeated earthquake ground motions on the response of single‐degree‐of‐freedom systems (SDOF) with non‐linear behaviour are analysed. A comparison is performed with the effect of a single seismic event on the originally non‐damaged system for different hysteretic models in terms of pseudo‐acceleration response spectra, behaviour factor q and damage parameters. The elastic–perfect plastic system is the most vulnerable one under repeated earthquake ground motions and is characterized by a strong reduction of the q‐factor. A moment resisting steel frame is analysed as well, showing a reduction of the q‐factor under repeated earthquake ground motions even larger than that of an equivalent SDOF system. Copyright © 2002 John Wiley & Sons, Ltd. 相似文献
4.
Displacement capacity of masonry buildings as a basis for the assessment of behavior factor: an experimental study 总被引：3，自引：2，他引：1
The results of shaking table tests of a series of 1:5 scale masonry building models have been used for the assessment of values
of structural behavior factor q for masonry structures, seismic force reduction factors proposed for the calculation of design seismic loads by Eurocode
8, European standard for the design of structures for earthquake resistance. Six models have been tested, representing prototype
buildings of two different structural configurations and built with two different types of masonry materials. The study indicated
that the reduction of seismic forces for the design depends not only on the type of masonry construction system, but also
on structural configuration and mechanical characteristics of masonry materials. It has been also shown that besides displacement
and energy dissipation capacity, damage limitation requirement should be taken into account when evaluating the values of
behavior factor. On the basis of analysis of experimental results a conclusion can be made, that the values at the upper limit
of the proposed range of values of structural behavior factor q for unreinforced and confined masonry construction systems are adequate, if pushover methods are used and the calculated
global ductility of the structure is compared with the displacement demand. In the case where elastic analysis methods are
used and significant overstrength is expected, the proposed values are conservative. However, additional research and parametric
studies are needed to propose the modifications. 相似文献
5.
The paper is concerned with the seismic design of steel‐braced frames in which the braces are configured in a chevron pattern. According to EuroCode 8 (EC8), the behaviour factor q, which allows for the trade‐off between the strength and ductility, is set at 2.5 for chevron‐braced frames, while 6.5 is assigned for most ductile steel moment‐resisting frames. Strength deterioration in post‐buckling regime varies with the brace's slenderness, but EC8 adopts a unique q value irrespective of the brace slenderness. The study focuses on reevaluation of the q value adequate for the seismic design of chevron‐braced frames. The present EC8 method for the calculation of brace strength supplies significantly different elastic stiffnesses and actual strengths for different values of brace slenderness. A new method to estimate the strength of a chevron brace pair is proposed, in which the yield strength (for the brace in tension) and the post‐buckling strength (for the brace in compression) are considered. The new method ensures an identical elastic stiffness and a similar strength regardless of the brace slenderness. The advantage of the proposed method over the conventional EC8 method is demonstrated for the capacity of the proposed method to control the maximum inter‐storey drift. The q values adequate for the chevron‐braced frames are examined in reference to the maximum inter‐storey drifts sustained by most ductile moment‐resisting frames. When the proposed method is employed for strength calculation, the q value of 3.5 is found to be reasonable. It is notable that the proposed method does not require larger cross‐sections for the braces compared to the cross‐sections required for the present EC8 method. Copyright © 2005 John Wiley & Sons, Ltd. 相似文献
6.
Based on the single scattering model of seismic coda waves, we have calculated theQ-factor in Beijing and its surrounding regions by means of calculating the power density spectrum in frequency domain with
a fixed time window. The digital seismic data of 69 earthquakes from Beijing Telemetered Seismographic Network are used. These
earthquakes were recorded from January 1, 1989 to December 31, 1990 at 20 stations. This paper shows the variations of the
codaQ-factors in the studied region with different sites, frequency and lapse time, and the temporal change of the codaQ-factors in these two years. The results indicate that codaQ-factor depends strongly on the lapse time and frequency. It is assumed that whenQ
C=Q
0fη, for the three time windows of 15–30s, 30–60s and 60–90s, the average values ofQ
0 are 48, 115 and 217; and the average values ofη are 0. 89, 0.91 and 0.74, respectively.
Contribution No. 95A0009, Institute of Geophysics, SSB, China.
This work is a contract subject 85-04-01-02 of the State Seismological Bureau, China. 相似文献
7.
Buckling restrained braces (BRBs) are very effective in dissipating energy through stable tension–compression hysteretic cycles and have been successfully experimented in the seismic protection of buildings. Their behavior has been studied extensively in the last decades and today the level of performance guaranteed by these devices and the technological constrains that have to be fulfilled to optimize their behavior are well known. Furthermore, several companies in the world have developed their own BRBs and are now producing them. In spite of this, many seismic codes (for instance, the EuroCode 8) do not stipulate provisions for the design and construction of earthquake‐resistant structures equipped with BRBs. This discourages the structural engineering community from using these devices and seriously limits their use in structural applications. In this paper a procedure for the seismic design of steel frames equipped with BRBs is proposed. Furthermore, the paper presents a numerical investigation aimed at validating this design procedure and proposing the value of the behavior factor q that should be used for this structural type. To this end, a set of frames with BRBs is first designed by means of several values of q. Then, the obtained frames are subjected to a set of accelerograms compatible with the elastic response spectrum considered in design. The seismic response of the frames is determined by nonlinear dynamic analysis and represented in terms of the ductility demand of BRBs and the internal force demand of nondissipative members (beams and columns). Finally, the largest value of q that leads to acceptable seismic performance of the analyzed frames is assumed as adequate. The value of q is given in the paper as a continuous function of the assumed ductility capacity of the BRBs. Copyright © 2012 John Wiley & Sons, Ltd. 相似文献
8.
Based on the single scattering model of seismic coda waves, we have calculated theQ-factor in Beijing and its surrounding regions by means of calculating the power density spectrum in frequency domain with a fixed time window. The digital seismic data of 69 earthquakes from Beijing Telemetered Seismographic Network are used. These earthquakes were recorded from January 1, 1989 to December 31, 1990 at 20 stations. This paper shows the variations of the codaQ-factors in the studied region with different sites, frequency and lapse time, and the temporal change of the codaQ-factors in these two years. The results indicate that codaQ-factor depends strongly on the lapse time and frequency. It is assumed that whenQ C=Q 0fη, for the three time windows of 15–30s, 30–60s and 60–90s, the average values ofQ 0 are 48, 115 and 217; and the average values ofη are 0. 89, 0.91 and 0.74, respectively. 相似文献
9.
Temperature is an important factor affecting seismic velocity, and terrestrial heat flow is the most direct indication of
temperature distribution of the lithosphere. Some authors therefore suggested that Pn velocity should be inversely related
with heat flow. The average heat flow values (q) and Pn velocities (V
Pn) in 22 areas have been calculated and collected from published literatures to investigate the possible correlation between
these two parameters for the continental area of China. However, the results show that the variations ofq andV
Pn in the studied areas are far away from the expected inverse relation. The effects of pressure of seismic velocity and contribution
of crustal radiogenic heat on heat flow have been taken into consideration in regressions respectively and simultaneously.
However, all the corrections are of little help for the improvement of the expected inverse relation. The conclusion deduced
from the present study is that in a large scale region with complex tectonic evolution history and complex deep structure
framework such as the continental area of China, temperature at the Moho boundary is not the most important factor affecting
Pn velocity. The conceptual inverse correlation between heat flow and Pn velocity might be masked by various “noises”.
The Chinese version of this paper appeared in the Chinese edition ofActa Seismologica Sinica,14, 42–50, 1992. 相似文献
10.
Given the importance that traditional force-based seismic design still currently exhibits, studies addressing issues related
to the definition of the behaviour factor values are considered to be of most interest. A probabilistic methodology is proposed
for the calibration of the q-factor relating its value with two fundamental parameters, the displacement ductility capacity
measured at a relevant location of the structure and the failure probability P
f
. The general foundation of this procedure is based on the probabilistic quantification of the seismic action and, by applying
a transformation procedure, of the structural seismic demand in terms of displacement ductility. By recalling well established
structural reliability procedures and by making use of nonlinear analysis methods, both static and dynamic, a general probabilistic
framework, which is able to relate the ductility capacity, the failure probability P
f
and the behaviour factor, is defined. In order to illustrate some of the potentialities of the methodology, an application
example is presented, addressing the q-factor assessment for a set of regular and irregular reinforced concrete frame structures,
enforcing a given P
f
and two different ductility levels. 相似文献
11.
Confidence interval of real‐time forecast stages provided by the STAFOM‐RCM model: the case study of the Tiber River (Italy) 
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下载免费PDF全文 Silvia Barbetta Tommaso Moramarco Luca Brocca Marco Franchini Florisa Melone 《水文研究》2014,28(3):729-743
This study proposes a statistically based procedure to quantify the confidence interval (CI) to be associated to the stages forecast by a simple model called STAge FOrecasting Model‐Rating Curve Model (STAFOM‐RCM). This model can be used for single river reaches characterized by different intermediate drainage areas and mean wave travel times when real‐time stage records, cross section surveys and rating curves are available at both ends. The model requires, at each time of forecast, an estimate of the lateral contribution qfor between the two sections delimiting the reach. The CI of the stage is provided by analyzing the statistical properties of model output in terms of lateral flow, and it is derived from the CI of the lateral contribution qfor which, in turn, is set up by associating to each qfor the qopt which allows STAFOM‐RCM to reproduce the exact observed stage. From an operative point of view, the qfor values are ranked in order of magnitude and subdivided in classes where the qopt values can be represented through normal distributions of proper mean and variance from which an interval of selected confidence level for qfor is computed and transferred to the stage. Three river reaches of the Tiber river, in central Italy, are used as case study. A sensitivity analysis is also performed in order to identify the minimum calibration set of flood events. The CIs obtained are consistent with the level of confidence selected and have practical utility. An interesting aspect is that different CI widths can be produced for the same forecast stage since they depend on the estimate of qfor made at the time of forecast. Overall, the proposed procedure for CI estimate is simple and can be conveniently adapted for other forecasting models provided that they have physically based parameters which need to be updated during the forecast. Copyright © 2012 John Wiley & Sons, Ltd. 相似文献
12.
The fracture-induced oscillations in sea ice were detected by seismographs and seismic tiltmeters established on the Arctic
ice pack. Field observations were supplemented with a laboratory experiment. The energy distributions in elastic waves generated
during: (i) large-scale ice pack fragmentation over area of about 105 km2, (ii) local crack propagation in ice floe, and (iii) laboratory ice crashing were constructed and analyzed using principles
of the Tsallis statistics. The energy release regimes at different stages of fracturing were characterized by the parameter
of nonextensivity q. In terms of the non-extensive statistical mechanics, q > 1 evidences the correlated (non-extensive) dynamics of the process in nonequilibrium system, q = 1 responds to the additivity of events occurring in equilibrium system, and q < 1 takes place when the energy release is additive and limited by an upper cut-off. All these scenarios were revealed in
fracture processes occurring at three hierarchic levels. The variation of the q-value demonstrates high thermodynamic changeability of the fracture process driven by irregular external source. The role
of energy conservation in fracturing sea ice is discussed in connection with the observed reversible transitions between extensive
and non-extensive modes of fracture. 相似文献
13.
The assessment of seismic design codes has been the subject of intensive research work in an effort to reveal weak points that originated from the limitations in predicting with acceptable precision the response of the structures under moderate or severe earthquakes. The objective of this work is to evaluate the European seismic design code, i.e. the Eurocode 8 (EC8), when used for the design of 3D reinforced concrete buildings, versus a performance‐based design (PBD) procedure, in the framework of a multi‐objective optimization concept. The initial construction cost and the maximum interstorey drift for the 10/50 hazard level are the two objectives considered for the formulation of the multi‐objective optimization problem. The solution of such optimization problems is represented by the Pareto front curve which is the geometric locus of all Pareto optimum solutions. Limit‐state fragility curves for selected designs, taken from the Pareto front curves of the EC8 and PBD formulations, are developed for assessing the two seismic design procedures. Through this comparison it was found that a linear analysis in conjunction with the behaviour factor q of EC8 cannot capture the nonlinear behaviour of an RC structure. Consequently the corrected EC8 Pareto front curve, using the nonlinear static procedure, differs significantly with regard to the corresponding Pareto front obtained according to EC8. Furthermore, similar designs, with respect to the initial construction cost, obtained through the EC8 and PBD formulations were found to exhibit different maximum interstorey drift and limit‐state fragility curves. Copyright © 2007 John Wiley & Sons, Ltd. 相似文献
14.
In earthquake occurrence studies, the so-called q value can be considered both as one of the parameters describing the distribution of interevent times and as an index of
non-extensivity. Using simulated datasets, we compare four kinds of estimators, based on principle of maximum entropy (POME),
method of moments (MOM), maximum likelihood (MLE), and probability weighted moments (PWM) of the parameters (q and τ
0) of the distribution of inter-events times, assumed to be a generalized Pareto distribution (GPD), as defined by Tsallis
(1988) in the frame of non-extensive statistical physics. We then propose to use the unbiased version of PWM estimators to
compute the q value for the distribution of inter-event times in a realistic earthquake catalogue simulated according to the epidemic type
aftershock sequence (ETAS) model. Finally, we use these findings to build a statistical emulator of the q values of ETAS model. We employ treed Gaussian processes to obtain partitions of the parameter space so that the resulting
model respects sharp changes in physical behaviour. The emulator is used to understand the joint effects of input parameters
on the q value, exploring the relationship between ETAS model formulation and distribution of inter-event times. 相似文献
15.
Fabio Biondini Bruno Dal Lago Giandomenico Toniolo 《Bulletin of Earthquake Engineering》2013,11(4):1061-1081
Past seismic events, including the 2009 L’Aquila earthquake and the 2012 Emilia earthquake, clearly demonstrated the inadequacy of the current design approach for the connection system of the cladding wall panels of precast buildings. To clarify this problem the present paper investigates the seismic behaviour of a traditional precast structural frame for industrial buildings with a new type of connection system of cladding panels. This system consists of a statically determined pendulum arrangement of panels, each supported with two hinges to the structure, one at the top and one at the bottom, so to have under seismic action a pure frame behaviour where the wall panels are masses without stiffness. Adding mutual connections between the panels, the wall cladding panels become part of the resisting structure, leading to a dual frame/wall system or to a wall system depending on the stiffness of the connections. The seismic behaviour of this structural assembly is investigated for different degrees of interaction between frame and panels, as well as for an enhanced solution with dissipative connections. The results of nonlinear static (pushover) analyses and nonlinear dynamic analyses under recorded and artificial earthquakes highlight the role of the wall panel connections on the seismic behaviour of the structural assembly and show the effectiveness of the dual frame/wall system with dissipative connections between panels. 相似文献
16.
Summary Frequency, magnitude and energy of Indian earthquakes with magnitude greater than 5 has been studied. The Indian regions can be divided into three main seismically active regions, viz. 1. Delhi and Himalayan region, 2. Assam region and 3. Koyana region which includes southwest India. The relations between frequency-magnitude and energy-magnitude of earthquakes are shown in Fig. 3 and 4 respectively. Further a relationship, logN=p+q logE type has been established for frequency and energy of Indian earthquakes and the values of constantsp andq have been determined for all the three seismic regions. The results thus obtained are good and satisfactory. 相似文献
17.
The results of tests of plain and confined masonry walls with h/l ratio equal to 1·5, made at 1:5 scale, have been used to develop a rational method for modelling the seismic behaviour of confined masonry walls. A trilinear model of lateral resistance–displacement envelope curve has been proposed, where the resistance is calculated as a combination of the shear resistance of the plain masonry wall panel and dowel effect of the tie-columns’ reinforcement. Lateral stiffness, however, is modelled as a function of the initial effective stiffness and damage, occurring to the panel at characteristic limit states. Good correlation between the predicted and experimental envelopes has been obtained in the particular case studied. The method has been also verified for the case of prototype confined masonry walls with h/l ratio equal to 1·0. Good correlation between the predicted and experimental values of lateral resistance indicates the general validity of the proposed method. © 1997 John Wiley & Sons, Ltd. 相似文献
18.
This paper aims to shed some further light on the seismic behaviour and design of reinforced concrete (R/C) walls which form part of dual (frame + wall) structures. The significance of post‐elastic dynamic effects is recognized by most seismic codes in the definition of the design action effects on walls, i.e. bending moments and shear forces. However, the resulting envelopes are not always fully satisfactory, particularly in the case of medium‐to‐high‐rise buildings. The relevant provisions of modern seismic codes are first summarized and their limitations discussed. Then an extensive parametric study is presented which involves typical multi‐storey dual systems that include walls with unequal lengths, designed according to the provisions of Eurocode 8 for two different ductility classes (M and H) and two effective peak ground acceleration levels (0.16 and 0.24g). The walls of these structures are also designed according to other methods, such as those used in New Zealand and Greece. The resulting different designs are then assessed by subjecting the structures to a suite of records from strong ground motions, carrying out inelastic time history analysis, and comparing the results with the design action effects. It is found that for (at least) the design earthquake intensity, the first two modes of vibration suffice for describing the seismic response of the walls. The bending moment envelope, as well as the base shear of each wall, is found to be strongly dependent on the second mode effect. As far as the code‐prescribed design action effects are concerned, only the NZ Code was found to be consistently conservative, whereas this was not always the case with EC8. A new method is then proposed which focuses on quantifying in a simple way the second mode effects in the inelastic response of the walls. This procedure seems to work better than the others evaluated herein. Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
19.
The aim of this paper is to adjust behaviour models for each class of structure for vulnerability assessment by using ambient vibration. A simple model based on frequencies, mode shapes and damping, taken from ambient vibrations, allows computation of the response of the structures and comparison of inter‐storey drifts with the limits found in the literature for the slight damage grade, considered here as the limit of elastic behaviour. Two complete methodologies for building fragility curves are proposed: (1) using a multi‐degree of freedom system including higher modes and full seismic ground‐motion and (2) using a single‐degree of freedom model considering the fundamental mode f0 of the structure and ground‐motion displacement response spectra SD(f0). These two methods were applied to the city of Grenoble, where 60 buildings were studied. Fragility curves for slight damage were derived for the various masonry and reinforced concrete classes of buildings. A site‐specific earthquake scenario, taking into account local site conditions, was considered, corresponding to an ML = 5.5 earthquake at a distance of 15 km. The results show the benefits of using experimental models to reduce variability of the slight damage fragility curve. Moreover, by introducing the experimental modal model of the buildings, it is possible to improve seismic risk assessment at an overall scale (the city) or a local scale (the building) for the first damage grade (slight damage). This level of damage, of great interest for moderate seismic‐prone regions, may contribute to the seismic loss assessment. Copyright © 2011 John Wiley & Sons, Ltd. 相似文献
20.
Investigation of the spatiotemporal properties of the 2003 Lefkada seismic sequence is performed through non-extensive statistical physics. Information on highly accurate aftershock source parameters became feasible from the recordings of a portable digital seismological network that was installed and operated in the study area, during the evolution of the seismic sequence. Thus, the spatiotemporal distribution of aftershocks onto the main and neighboring fault segments was investigated in detail, enabling the recognition of four distinctive seismicity clusters separated by less active patches. The aftershock spatiotemporal properties are studied here, using the ideas of non-extensive statistical physics (NESP). The cumulative distribution functions of the inter-event times and the inter-event distances are presented using the data set in each seismicity cluster, and the analysis results in values for the statistical thermodynamic q T and q D parameters for each cluster, where q T varies from 1.16 to 1.47 and q D from 0.42 to 0.77 for the inter-event times and distances distributions, respectively. These values confirm the complexity and non-additivity of the spatiotemporal evolution of seismicity, and the applicability of the NESP approach in investigating aftershocks sequence. The temporal pattern is discussed using the closely connected to NESP approach of superstatistics, which is based on a superposition of ordinary local equilibrium statistical mechanics. The result indicates that the temporal evolution of the Lefkada aftershock sequence in clusters A, B and C is governed by very low number of degrees of freedom, while D is a less organized seismicity structure with a much higher number of degrees of freedom. 相似文献