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MICROZONING OF THE EARTHQUAKE HAZARD
IN ISRAEL
PROJECT 4 EMPIRICAL DETERMINATION OF SITE EFFECTS FOR THE ASSESSMENT OF EARTHQUAKE HAZARD AND RISK TO DIMONA & ARAD November 2004 Job No 569/076/04 Principal Investigator: Dr. Yuli Zaslavsky Collaborators: Dr. A. Hofstetter, M. Gorstein, M. Kalmanovich, G. Ataev, T. Aksinenko, D. Giller, I. Dan, N. Perelman, V. Giller, I. Livshits and A. Shvartsburg Submitted to: Earth Sciences Research Administration Nation Ministry of Infrastuctures and The Ministry of Absorption. Contract Number: 23-17-023 |
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| Part 2: |
| 5. FULL–SCALE MEASUREMENTS OF DYNAMIC CHARACTERISTICS OF 3- 4 STOREY BUILDINGS IN THE TOWN OF DIMONA |
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The damage caused to a structure can be especially strong if the structure has a natural period nearly the same as the natural frequency of the site on which the building rest. "Double resonance" of both the site and the building can occur then. Much of the structural damages from recent earthquakes were caused by double resonance. One way of reducing the damage potential from this effect is to map the site effects in a municipality and regulate construction so that building frequencies do not match predominant frequency of site effect. An important step towards better evaluation of the earthquake risk to Dimona is associated with determining the dynamic parameters of existing buildings. Reliable estimates of modal frequencies and damping of structures are essential to the prediction of dynamic response under loading conditions associated with serviceability or structural safety. Structural engineers have utilized analytical modeling and analysis procedures, similar to those applied in designing new facilities, to evaluate earthquake vulnerability of existing facilities. A series of assumptions is also made to account for effects such as soil-structure interaction and the composite behavior of structural elements of the buildings. In the case of existing facilities, the analytical model should accurately represent the structure in its existing condition, including deterioration and the actual material properties of structural elements. This is very important in areas where many building have not been subjected to seismic effects and their weaknesses are not yet clearly understood. Studies of recorded responses of instrumented structures constitute an integral part of earthquake-risk reduction programs leading to improved design in many countries. Such investigations have not as yet been performed in Israel, however. The extensively instrumented structures facilitate a comprehensive study of their response (Zaslavsky and Seleznev 1975; Bard et al., 1991; Celebi et al., 1993; Celebi, 1993a, 1993b, 1993c and others). Alternatively, the dynamic characteristics of real structure can be determined experimentally using very simple and inexpensive measurements by simply monitoring the shaking of the structure caused by seismic noise (Zaslavsky and Alexandrova, 1982; Zaslavsky and Shapira 1994, 1997; Zaslavsky et al., 1998; Zaslavsky et al., 2001, Zaslavsky et al., 2003; Paradoen, 1988; Carudis and Mouzakis, 1986; Luco et al., 1987; Bongiovanni et al., 1987; Mendoza et al., 1991; Gavin et al., 1992; Clesielski et al., 1992; Celebi et al., 1993; Marshall et al., 1994; Schuster et al., 1994; Ventura et al., 1994 and others). Structures vibrating in ambient conditions (at low amplitudes) behave linearly as opposed to structures responding to severe earthquakes. Structural parameters, estimated from response records alone, are time-invariant if the excitation is stationary and the structure exhibits linear elastic behavior over the course of a single measurement record. |
| 5.1 Methodology |
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Ideally, parameter estimation of a system is accomplished by fitting a model of the system to simultaneously sampled input and output data. However, the low amplitude ambient vibration of buildings we analyzed by only conventional spectral analysis techniques. System identification techniques were not applied to the ambient vibration data because of the unknown system input characteristics. When a structure is subjected to excitation by ambient noise, its response will characteristically be strongest near the frequencies where the structure resonates. This can be detected by the Fourier spectra computed from velocity records, where resonances appear as peaks. For lightly damped structures, with real modes of vibration these peaks correspond to the damped natural frequencies of the structure. In the course of the analysis of ambient vibration we apply three principal assumptions: a) The excitation is sufficiently broad band stochastic to excite at least the lowest 3 to 4 modes of the three-dimensional structure. b) The resonant modes are lightly damped and the resonant frequencies are distinct and well separated. c) High frequency (f>15 Hz.) monochromatic sources, which induce vibratory motions in the building, will have a negligible effect on the spectra within the analyzed band. The damping ratio can also be computed from the spectral peak which corresponds to the modal frequency: ζ=(f2-f1)/(2f0) (4) or where f0 is the modal frequency; f1 and f2 are the frequencies corresponding to the bandwidth at half the height of the peak spectral amplitude at frequency f0. Under these assumptions, frequencies with maximum spectral amplitudes can be interpreted as the building’s resonance frequencies. In order to overcome the practical problems, we applied the following steps: a) Apply the Fast Fourier Transformation to obtain the spectra of the input signals measured at the basement of the building and the vibrations observed on the roof of the building. b) Calculate the average spectrum in order to diminish spurious oscillations and enhance time invariant oscillations. c) Identify the modal (resonant) frequencies by comparison of local peculiarities of the structure and incorporating engineering logic and experience. d) Estimate the damping ratio. |
| 5.2 The procedure |
| 5.3 Analysis and Results |
| 5.3.1 1023 Amidar Building | |||||||||||||
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This U-shaped buildings consist of four sections, each is four stories high and has two entrances. Figure 38 shows general view of a building. The ambient vibration tests were conducted by placing the seismometers in strategic locations on the roof. Typical floor plane (Figure 39) showing instrumentation schemes of building during various tests.
Figure 40 shows individual and average Fourier velocity spectra of the building vibrations measured during Test 1. We can see that the shape of all curves is clearly quite similar and the scatter between individual curves is small. In these examples it is possible to see that the highest spectral amplitude is observed at 4.3 Hz. It should be noted that at frequency 4.9 Hz and 6.1 Hz is possible to detect distinct peaks, too.
Figure 41 displays the average Fourier spectra of ambient vibration measured during all tests. Each of the spectra shown in Figure 41 composed of 30 to 40 individual spectra. A few points are worth noting. First, the observed dominant frequency is 4.3 Hz and corresponds to the fundamental translational motions in the NS and EW directions. A second point is the discrepancy in frequency when the seismometers are oriented to the north direction. With the seismometers positioned at Stations 1 and 2 (Tests 1 and 2), the response energy is concentrated near 4.3 Hz, whereas with the seismometers at Station 3 (Tests 1 and 2) response energy is concentrated not only near 4.3 Hz but also at frequency near 4.9 Hz. The response energy concentrated near 4.9 Hz it is probably attributed to the torsional vibration.
To separate the lateral from the torsional vibrations, the sum and difference of signals in the NS direction for different stations were computed. Calculating the spectra of the subtracted and adding seismograms is show in Figure 42. Peak associated with translational motion is enhanced by adding two parallel signals while peak associated with torsional motion are enhanced by subtracting the same signals. From these examples we can see that frequencies 4.9Hz should be attributed to torsional mode of the two central parts of building.
During the course of Test 3, the seismometers were located on to last parts of building – on the right and on the left from the central parts. The frequency 6.1 Hz, which is clearly seen in the spectra of motion in EW and NS direction (Figure 41), probably correspond to the first mode of motion of the last parts of building. Damping ratios are computed from the width of the spectra around maximum spectral amplitude which corresponds to the resonance frequency. In the practical aspect of spectral analysis of time series the main objectives in estimating spectra are high stability and high fidelity. Therefore it is very important to estimate variance of resonance frequency and damping obtained from different time series of vibration. We estimate the variances of resonance frequency and damping as root-mean-square deviation by creating a sample of 20 different chosen randomly selected time windows of fixed size, where resonance frequency and damping are computed for each of them. Table 9 shows the frequencies at which dominant peak spectral amplitudes of the ambient noise of the building are observed at various times on June 26 and damping ratios calculated from spectra. These observations demonstrate the high reliability of determining the natural frequency of the building and its damping by analyzing ambient vibrations. As previously mentioned, large damage to structure occurs if the structure has a fundamental frequency the same as the fundamental frequency of the site. Therefore, we evaluated site amplification by "free field" stations located about 100 m and 10 m from the building, respectively. The average site response functions observed at different distances are shown in Figure 43. It is interesting that spectral ratio of "free field" station deployed about 100 m further away from the building shows amplification up to 6.0 at a frequency of about 3.5 Hz, whereas "free field" station located near building exhibit amplification at frequency 3.5 Hz and 4.2 Hz. This is not surprising that two spectral ratios look similar in the frequency range 3.0-3.5 Hz, because this frequency is associated with fundamental mode of the site response function. Frequency 4.2 Hz, clearly seen in spectral ratio at near "free field' station, corresponds the main translational frequency in NS and EW direction. Furthermore, the site frequency estimated to be around 3.5 Hz, falls within the range of modal frequency of building, and the building may therefore have been subjected to a double-resonance effect which maybe increases damage during earthquakes.
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| 5.3.2 1009 Amidar Building | |||||||||||||||||
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The shape of this building is formed by two different sized units connected together by beams between them. This four storey building has a rectangular floor plan with a width-to-length ratio of 1:1.5. Figure 44 shows a general view of the building. Typical floor plane (Figure 45) displays instrumentation schemes in the building during various tests. Figure 46 shows individual and average Fourier velocity spectra (EW and NS components of the building vibrations measured during Test 1. In the EW direction the first translational mode is centered at about 4.8 Hz. In the NS direction spectral peaks occur at 4.8 and 5.7 Hz. The second peak is believed to represent the first translational mode in the NS. The frequency of 4.8 Hz is a projection vibration in EW direction to NS direction. Average Fourier spectra (NS and EW components) of ambient vibration measured during test 2 are shown in Figure 47. Again, these spectra show the 4.8 Hz fundamental mode in the translational EW direction and 4.8 and 5.8 Hz in the NS direction. We can see a discrepancy in the frequency when the seismometers are oriented to the north direction. With the seismometer positioned at point 1 and 3 the response energy is concentrated also near 8.8 Hz whereas with the seismometer positioned at point 2 the response energy is concentrated only at frequencies of 4.8 and 5.8 Hz.
The average Fourier spectra (NS and EW direction) of ambient vibration measured during test 3 as well as in test 2 (Figure 48) show discrepancy in frequency of 8.8 Hz between seismometers positioned at points 1 and 3 and seismometer at point 2 (possible centre of symmetry). This apparent discrepancy was resolved by investigated the response of the torsional test. As already mentioned, calculating the spectra of the subtracting (points 1-3) and adding (points 1+2) it is found (see Figure 49) that the torsional frequency is 8.8 Hz. Surprisingly, it seems that in spectrum of subtracting seismograms vibration at the first translational mode in the NS direction doesn't contaminate vibration in the EW direction. We evaluated the site amplification by "free field" stations located about 20 m from the building. The amplification function presented in Figure 50. There are considerable amplifications of horizontal motion at the site of the building within two frequencies range: 4.0-4.5 Hz and 6.0-8.0 Hz. The frequency range 4.0-4.5 Hz is first translational mode in EW direction of building and frequency range 6.0-8.0 Hz is amplification of horizontal motion by site effect. It is important for site effect investigation to understand if the soil fundamental mode of vibration from free-field measurements could be influenced by the presence of the structure. This problem occurs very often in a built area, where horizontal-to-vertical spectral ratios obtained from ambient noise recording could be influenced by the presence of buildings because a real free field is difficult to find.
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| 5.3.3 1050Amidar Building | |||||
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The general views and a plan view, respectively, of the building are provided in Figures 51 and 52. This four storey building has a rectangular floor plan with a width-to-length ratio of 1:5.0.
Figure 53 shows average Fourier spectra (NS and EW direction) of ambient vibration measured during test on the roof. In these examples it is possible to detect two distinct peaks at 4.8 Hz (for the NS direction) and at 5.3 Hz (for the EW direction). These frequencies are interpreted as the fundamental modes along both horizontal axes of the building. At this point it should be emphasized that similar frequencies were concluded from different groups of records obtained at different times. The highest spectral amplitude at frequency 9 Hz is result quasi-harmonic motion, probably generated by air-conditioner. Individual and average horizontal-to-vertical spectral ratios (transfer functions of site) from ambient vibration recorded at "free field" seismic stations located at 25 m and 100 m are shown in Figure 54. The amplification function of the measurements obtained at both 25 m and 100 m has the same performance with the main peak at 2.7 Hz. Therefore, in this case already at a distance of 25m from the building in the free-field measurement the structure main peak is not presented and so measurement at distance 25 m could be assumed as the actual free-field. |
| 5.3.4 206 BarKohba Building | |||||||||||||||||
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Figure 55 shows general views of the building. The three storey building has a rectangular floor plane with a width-to-length ratio of 1:7. Figure 56 displays a typical floor plane showing instrumentation schemes in the building during the test. Average Fourier spectra (NS and EW direction) of ambient vibration measured at three points on the roof are shown in Figure 57. Apparently, the spectra obtained from measurements show resonance frequencies at 6.7 Hz in the EW direction and 7.6 Hz in the NS direction. It should be noted that the main premise of the ambient vibration theory is that the structures are exposed to loads which have white noise or broad-band frequency characteristics. This assumption is not valid for the frequencies above 7.0-8.0 Hz. Therefore in the NS direction we can't detect distinct peak at 7.6 Hz. The free-field measurements at a distance 20 m (Figure 58) show a peak at a frequency different from the building one, that is 5.0 Hz. This frequency is due to the resonance of sedimentary layers. Again, these measurements could be assumed as the actual free field.
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| 5.3.5 8 Hativat Negev Building | ||||||||||||
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Figure 59 shows general views of the building. The shape of the three storey apartment building is formed by two identical unconnected units. Each part of the building has an approximately rectangular floor plane with a width-to-length ratio of 1:2. Figure 60 displays a typical floor plane showing instrumentation schemes of building during tests. Figure 61 shows average Fourier spectra (NS and EW direction) of ambient vibration measured during different tests. We can see that for the first section of the building (test 1) in the EW and NS directions the first translational mode is centered at 6.3 Hz. Because the structure is symmetric the main frequency of the two directions are very similar. It should be noted that for the second section of building (test 2) the dominant frequency in the NS direction is 5.6 Hz. This result suggested that the building does not behave as one unit, and is really divided in two parts. Two free-field measurements were performed at 20 and 35 m from the building. The results of horizontal-to-vertical spectral ratio obtained from ambient noise are shown in Figure 62. These curves show prominent peaks at about 2.6 Hz. with an amplification factor of about 4.0-5.0. This is not in agreement with the first translational mode of the building.
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| 5.3.6 1301 Merhavim Building | |||||||||||||||
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Figure 63 shows general views of the building. The shape of four storey apartment building is formed of two identical unconnected units. Each part of the building has an approximately rectangular floor plane with a width-to-long ratio of 1:2.6. Figure 64 displays a typical floor plane showing instrumentation schemes in the building during the tests. Figure 65 shows the average Fourier spectra (NS and EW components) of ambient vibration measured on the roof of the 1301Merhavim Building during two tests. Frequency of 4.9 Hz, which is clearly seen in the spectra of motion in EW direction of two part of building, corresponds to the first translational mode of motion of the building in that direction. We can see maximum spectra amplitude at frequency of 4.9 Hz in the NS direction, too. Consequently, we may assume that this frequency corresponds to the first translational mode of motion of the building in NS direction. Comparing the spectra in the NS direction we can see that the Fourier spectra at Station 2 (Figure 65) located near the center symmetry does not exhibit a frequency of 8.0 Hz while the amplitude of the Fourier spectra at Stations 1 and 3 in this frequency is high. Calculating Fourier spectra for signals were added and subtracted in the NS directions, and it is found (Figure 66) that the torsional frequency is near 8.0 Hz. Two free-field measurements were performed, at 7.0 and 45 m from the building. The results of horizontal-to-vertical spectral ratio obtained from ambient noise are shown in Figure 60. The amplification function of the measurement performed at 7.0 m (Figure 67a) shows the main peak near 4.5 Hz. This is in a good agreement with the first translational mode of motion of the building in NS and EW directions. There is another peak at about 7.0 Hz that is probably due to a culture source. The free field measured at the distance greater that the double height of building (Figure 67b) shows a peak at a frequency of 3.5 Hz, having an amplification factor up to 4.5.
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| 6 SUMMARY AND CONCLUSIONS | |
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Presented microzonation study undertaken in the towns of Dimona and Arad aimed to evaluate parameters fundamental to understanding the site-specific seismic hazard. These parameters should be incorporated in applications such as code-related regulations and, being mapped, to provide guidance for land-use decisions. In order to answer the main issue, the project has been divided into three complementary tasks: Experimental estimation of the site response in the towns of Dimona and Arad yielded variation in the fundamental frequency from 1.5 to 9 Hz and from 2 to 8 Hz respectively. Amplification varies from a factor 1.5 up to 7 for Dimona, and a factor of 2-4 for Arad. Analytical assessment of site response in the town of Dimona was not an ordinary task, since it was carried out in the lack of borehole information. Results of seismic surveys carried out in the study area were used for calibration of empirical transfer functions obtained at sites located along the five refraction lines. The velocity models derived were extrapolated over the study area and enabled us to understand the spatial distribution of both fundamental frequency and amplification factor. The lithological interpretation of the proposed soil columns, presented on the cross-sections, is based on general knowledge of the local geology as was previously published (Calvo and Bartov, 2001). Dimona represents a typical example of a town located close to seismogenic zones, where one would assume serious damage due to severe local site amplification. In addition, based on the evidences of Dimona residents some areas experienced effects of significant intensity as a result of the moderate earthquake on 11/2/2004. Estimations of site response over the town explain such special effects by high level of amplification up to a factor of 7 revealed in those areas. Our empirical evaluations of site response validated by geophysical survey data and explosions were the basis for estimations of the ground motions parameters that a building will face when a shaking occurs. The uniform hazard site-specific acceleration spectra computed for a probability of exceedence of 10% during exposure time of 50 years and damping ratio of 5% for different zones are different from the ones prescribed by IS-413. In particular, in the areas distinguished by high amplification level difference between calculated acceleration spectra and the spectrum corresponding to IS-413 may reach a factor of 3, while there are areas in Dimona, where amplifications are less than a factor of 3 and seismic hazard functions are close to the IS-413. The use of relatively simple spectral analysis techniques of low amplitude seismic motions facilitates the determination of the dynamic characteristics of buildings. The results are summarized in Table 9. The vibration tests show that for three-storey-buildings the fundamental transitional modal frequencies for either orthogonal axis are 6.5-7.5 Hz while for four-storey-buildings the first mode motion are 4.3-5.3 Hz. The estimated first-mode damping values varied from 2.2% to 3.4% for different buildings.
Owing to financial restrictions, we were unable to instrument more floors simultaneously and, thus, could not determine the mode shapes of the structures. As previously mentioned the contrast in rigidity between hard rocks and overlying soft soil can often cause the effect of frequency-selective amplification of ground motion generated by earthquakes. The damage caused to a structure by this effect can be especially strong if the soil amplification frequency is close to the natural frequency of the structure. In the US building code (Luft, 1980) the fundamental frequency of a structure is estimated from formula: f = 10/N (6) where N is the number of stories. This formula is widely used in studies associated with seismic risk assessment and earthquake scenarios for estimating expected economic loss from earthquakes. Equation (6) predicts natural frequencies of 3.3 and 2.5 Hz for three and four storey buildings, respectively. The differences between the calculated and observed natural frequencies of the structure are significant. With regard to this particular structure, this difference may not be crucial in terms of earthquake resistance design, i.e., it will correspond to practically the same amplification value of the response spectra. However, the differences are much more critical in terms of structure vulnerability to seismic loads, especially for Dimona. After a number of trials aiming at obtaining the least scatter possible the following formula is proposed: f = 18/N (7) The formula is similar to formula obtained during measurements of dynamic characteristics of six low rise buildings (two-three stories) in Eilat (Zaslavsky and Shapira, 1997) Recent case studies were developed to the use of this technique for urban microzonation in several sites: Navarro et al. (1988) microzonation of Almeria City (Southern Spain); Jimenez et al. (2000) mapping soil effects in Barcelona, Spain; Chavez-Garcia and Cuenca, (1998) microzonation of Acapulco; Lachet et al. (1996) microzonation of Thessaloniky (Greece); Zaslavsky et al. (2001-2004) microzonation of different towns of Israel (Ramla, Lod, Kefar-Sava, Qiryat Shemona, Dimona, Arad) and many others cases. During measurements in urban areas it is important to understand if the soil fundamental mode of vibration from free-field measurements obtained near buildings could be influenced by the presence the structures. Our measurements in different towns showed that some of the amplification function deduced from Nakamura's technique could be contaminated by the frequency of the building. We observed that the resonance of the soil is strongly influenced by the proximity of structures on distance roughly proportional to their heights. Based on the observations, we may conclude the following |
| ACKNOWLEDGEMENTS |
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The Ministry for Absorption and the Earth Sciences Research Administration of the Ministry for National Infrastructures sponsored this report. We appreciate very much the comments of Dr. Gadi Shamir. We thank specially D. Arzi and Y. Menahem for their assistance in preparing this report. |
| REFERENCES |
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Aktan, A., Ho, I-K., 1990. Seismic Vulnerability of Existing Buildings, EERI, Volume 3, No. 4, 439-473. Aktan, A.E., Baseheart, T.M., Shelley, S. and Ho, I.-K., 1990. Forced excitation testing and identification of mid-rise RC buildings to evaluate vulnerability, 4th U.S. National Conference on Earthquake Engineering, California, Proceedings, 747 756. Bard, P., Afra, H. and Argoul, P., 1992. Dynamic behavior of buildings: experiment results from strong motion data, Recent Advances in Earthquake Engineering and Structural Dynamics, 441-478. Bendat, J. and Piersol, A., 1986. Randon data: analysis and measurement procedures, John Wiley, New York, N.Y. Bongiovanni, G., Celebi, M., and Safak, E., 1987. Seismic rocking response of a triangular building founded on sand, Earthquake Spectra, Vol. 3, No. 4, 793-809. Calvo, R. and Bartov. Y., 2001. Hazeva Group, southern Israel: New observations, and their implications for its stratigraphy, and tectono-sedimentary regime. Isr. J. Sci. 50, 71-99. Carydis, P. and Mouzakis, P., 1986. Small amplitude vibration measurements of buildings undamaged, damaged and repaired after earthquakes, Earthquake Spectra, Vol. 2, No. 3, 515-535. Celebi, M., 1993a. Seismic responses of two adjacent buildings. I: Data and analysis, J. Structural Engineering, Vol. 119, No 8, 2461 2476. Celebi, M., 1993b. Seismic responses of two adjacent buildings. II: Interaction, J. Structural Engineering, Vol. 119, No 8, 2477 2492. Celebi, M., 1993c. Seismic responses of eccentrically braced tall buildings, J. Structural Engineering, Vol. 119, No. 4, 1188 1205. Celebi, M., Phan, L.T. and Marshall, R.D., 1993. Dynamic characteristics of five tall buildings during strong and low-amplitude motions, The Structural Design of Tall Buildings, Vol. 2, 1 15. Ciesielski, R., Kuzniar, K., Maciag, E. and Tatara, T., 1992. Empirical formulae for fundamental natural periods of buildings with load bearing walls. Archives of Civil Engineering, XXXV, 4, Krakow, 291 299. Chavez-Garcia, F.J. and Cuenca, J., 1998. Site effects and microzonation in Acapulco, Earthquake Spectra, 14, No. 1:75-93. Field, E.H., Jacob, K.H. and Hough, S.E., 1992. Earthquake site response estimation: a weak-motion case study, Bull. Seism. Soc. Am., 82, 2283-2306. Field, E.H., Jacob, K.H., 1995. A comparison and test of various site-response estimation techniques, including three that are not reference-site dependent, Bull. Seism. Soc. Am., 85, 1127-1143. Gagfunkel, Z. and Horowitz, A., 1966. The Upper Tertiary and Quaternary morphology of the Negev, Israel. Isr. J. Earth Sci.15,101-117. Gavin, H., Yuan, S., Grosman, E., Pekelis, E. and Jacob, K., 1992. Low-level dynamic characteristics of four tall flat-plate buildings in New York City, NCEER 92 0034, 156pp. Gitterman, Y., Zaslavsky, Y., Shapira, A. and Shtivelman, V., 1996. Empirical site response evaluations: case studies in Israel, Soil Dynamics Earthquake Engineering, 15, 447-463. Harash, A. 1967. The geology of Yeroham-Dimona Plain. M.Sc.thesis, Hebrew Univ., Jerusalem, 72pp.. Hosahalli, B.S., Toksoy, T. and Aktan, A.E., 1992. Closed-loop model testing of a 27-story concrete flat plate-core building, NCEER Bulletin, Vol. 6, No. 2:7-11. Jones, G. H. S., 1962. Transverse motion from repeated explosions, J. Geophys. Res. 67, 2994-2997. Kisslinger, C., Matecker, E. J., and McEvilly, T. V., 1961. SH motion from explosion in soil, J. Geophys. Res. 66, 3487-3496. Konno, K. and Ohmachi, T., 1998. Ground-motion characteristics estimated from spectral ratio between horizontal and vertical components of microtremors, Bull. Seismol. Soc. Am., 88:228-241. Langston, C., 1979. Structure under Mount Rainier, Washington, inferred from teleseismic body waves, J. Geophys. Res., 84, 4749-4762. Lermo, J. and Chavez-Garcia, F.J., 1994. Are microtremors useful in site response evaluation?, Bull. Seism. Soc. Am., 84, 1350-1364 Luco, J.E., Trifunac, M.D. and Wong, H.L., 1987. On the apparent change in dynamic behavior of a nine story rsinfororced concrete building, Bull. Seis. Soc. Am., 77, 1961 1983. Luft, R.W., 1989. Comparison among earthquake codes, EERI, Vol. 5, No. 5:767-789. Malagnini, L., Tricarico, P., Rovelli, A., Herrmann, R. B., Opice, S., Biella G., and de Franco, R., 1996. Explosion, earthquake, and ambient noise recording in a pliocene sediment-filled valley: inferences on seismic response properties by reference- and non-reference-site techniques, Bull. Seism. Soc. Am., 86, 670-682. Marshall. R.D., Phan, L.T. and Celebi, M., 1994. Full-scale measurement of building response to ambient vibration and the Loma Prieta earthquake, 5th U.S. National Conference on Earthquake Engineering, Illinois, 661-670. Mendoza, L., Reyes, A. and Luco, J.E., 1991. Ambient vibration test of the Mexicali general hospital, Earthquake Spectra, Vol.7, 281-300. Mucciarelli, M. and Monachesi, G., 1998. A quick survey of local amplifications and their correlation with damage observed during the Umbro-Marchesan (Italy) earthquake of September 26, 1997, J. Earthquake Engineering, 2(2), 325-337. Nagava, M., Akita, K., Kitagawa, Y. and Osawa, Y., 1988. Vibration tests of 29 story frame type building, Proceedings of 9th World Conference on Earthquake Engineering, Tokyo-Kyoto, Japan (Vol. V). Nakamura, Y., 1989. A method for dynamic characteristics estimation of subsurface using microtremors on the ground surface, Quarterly Report of Railway Technical Research, 30(1):25-33. Pardoen, G.C., 1983. Ambient vibration test of the Imperial County Services Building, Bull. Seism. Soc. Am., 73:1895-1902. Perelman, N. and Zaslavsky, Y., 2003. Analysis of seismic signals in the spectral domain (SEISPECT), GII Report No. 569/345.03 Ohmachi, T., Nakamura, Y. and Toshinawa, T., 1991. Ground motion characteristics of the San Francisco bay area detected by microtremor measurements, 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, St. Louis, Missouri, pp. 1643-1648. Roded, R., 1996. Geological map of Dimona, Geological Survey of Israel, 1:50 000, (Sheet 19-1). Schuster, N.D., Ventura, C.E., Felber, A. and Pao, J., 1994. Dynamic characteristics of a 32 storey high-rise building during construction, 5th U.S. National Conference on Earthquake Engineering, Illinois, 701-710. Seekins, L.C., Wennerberg, L., Margheriti, L. and Liu, H-P., 1996. Site amplification at five locations in San Francisco, California: a comparison of S waves, codas and microtremors, Bull. Seismol. Soc. Am., 86, 627-635. Schnabel, P.B., Lysmer, J. and Seed, H.B., 1972. SHAKE – A computer program for response analysis of horizontally layered sites, Report No. EERC 72-12, Univ. of California at Berkeley. Shahar, Y., 1973. The Hazeva Formation in the Oron-Ef’e Syncline, Israel. Israel.Isr. J. Earth Sci., 20, 31-50. Shamir, G., 1996. The November 22, 1995 Nuweiba earthquake, Gulf of Eilat (Aqaba): mechanical analysis, IPRG Report 550/87/96(114), 33pp. Shapira, A. and Avirav, V., 1995. PC-SDA Operation manuel, IPRG Report Z1/567/79, 24pp. Shapira, A. and Shamir, G., 1994. Seismicity parameters of seismogenic zones in and around Israel, IPRG Report Z1/567/79(109), 20pp. Shapira, A., Feldman, L., Zaslavsky, Y. and Malitzky, A., 2001. Application of a stochastic method for the development of earthquake damage scenarios: Eilat, Israel test case, Comput. Seismol., 32, 58-73. Toshinawa, T., Taber, J.J. and Berrill, J.B., 1997. Distribution of ground motion intensity inferred from questionnaire survey, earthquake recordings, and microtremor measurements - a case study in Christchurch, New Zealand during 1994 Arthur’s Pass earthquake, Bull. Seism. Soc. Am., 87, 356-369. Ventura, C.E., Felber, A.J., Stiemer, S.F., 1994. Dynamic characteristics of bridges by experimental investigations of ambient vibrations - Queensborough Bridge, 5th U.S. National Conference on Earthquake Engineering, Illinois, 733-742. Wood, S., 1991. Performance of Reinforced Concrete Buildings during the 1985 Chile Earthquake, Implications for the Design of Structural Walls, Earthquake Spectra, Vol. 7, No. 4, 607 638. Zaslavsky, Y., and Seleznev, G., 1975. Behavior of earth dam during the earthquake of July,30.1974, Seismoresistant construction, ISS 3, 13-20, Moscow. Zaslavsky, Y. and Alexandrova, N., 1982. The Method of Definition of the Resonance Frequency Value for an Earth Dam, Author Certificate No. 10-0.546 AE 02 B 7/00. Zaslavsky, Y. and Shapira, A., 1994. Empirical determination of the dynamic characteristics of a reinforced concrete construction, 17th European Seminar on Earthquake Engineering, Haifa, 499 508. Zaslavsky, Y., Gitterman, Y. and Shapira, A., 1995. Site response estimations in Israel using weak motion measurements, Proceedings of 5th International Conference on Seismic Zonation, Nice, France, 1713-1722. Zaslavsky, Y. and Shapira, A., 1997. Dynamic characteristics of low rise buildings in Eilat using seismic measurements, GII Report 550/87/96(118). Zaslavsky, Y. and Shapira, A., 1997. Empirical estimates of modal parameters of full-scale structures, European Earthquake Engineering, No 1:26-36 Zaslavsky, Y., Shapira, A. and Pinsky, V., 1998. Dynamic characteristics of two-three story buildings obtained by seismological measurements, Proceeding of XXVI General Assembly of the European Seismological Commission (ESC), Tel Aviv, Israel, August 23-28, 213-217. Zaslavsky, Y. and Shapira, A., 2000a. Questioning nonlinear effects in Eilat during MW=7.1 Gulf of Aqaba Earthquake, Proceedings of XXVII General Assembly of the European Seismological Commission (ESC), Lisbon, Portugal, 343-347. Zaslavsky, Y., Shapira, A. and Arzi, A.A., 2000b. Amplification effects from earthquakes and ambient noise in Dead Sea Rift (Israel), Soil Dynamics and Earthquake Engineering, 20/1 4:187-207. Zaslavsky, Y., Leonov, J., and Shapira, A., 2001. Seismic response study of two-storey buildings in Eilat using weak and strong motion data, Strong Motion Instrumentation for Civil Engineering Structure, Kliwer Academic Publisher, 573-591. Zaslavsky, Y., Shapira, A., Gorshtein, M., Kalmanovich, M., Perelman, N., Giller, V., Livshits, L., Giller, D, Dan, I., Aksienko, T. and Ataeva, G., 2002a. Microzoning of the earthquake hazard in Israel, Project 2: Site effects in and around Qiryat Shemona, GII Report No. 569/252/02. Zaslavsky, Y., Shapira, A. and Arzi, A.A., 2002b. Earthquake site response on hard rock – empirical study, Proceedings of 5th International Conference on Analysis of Discontinuous Deformation, ICADD, Beer-Sheva, Israel, 133-144. Zaslavsky, Y., Shapira, A. and Kenigsberg, M., 2002c. Earthquake site response study for designed bridges in Israel, Proceedings of 12th Conference on Earthquake Engineering. London, UK, Paper reference 059, 10pp. Zaslavsky, Y. (Principal Investigator), Shapira, A., Gorstein, M., Kalmanovich, M., Aksienko, T., Ataev, G., Giller, D, Dan I., Giller, V., Livshits, L., Perelman N., and Shvartsburg, A., 2003a. Microzoning of the earthquake hazard in Israel, Project 3: Empirical determination of site effects for the assessment of earthquake hazard and risk to Kevar Sava. Zaslavsky, Y., 2003b. Experimental study of local site effects and seismic hazard assessment for the western part of Dike 5/8, (Pumping station 5), Dead Sea Work, GII Report No 526/321/03. Zaslavsky, Y., Minkin, I., Rabinovich, M., and Perelman, N., 2003c. Dynamic characteristics of Kefar Daniel interchange bridge (A1301) by experimental investigation under different excitation, Journal of Construction and Infrastructure Engineering, No. 20, 10-18 (Hebrew). Zohar, E., and Shiloni, Y., 1987. The Arad basin phosphate deposit. Report No. G.S.I./19/87, Jerusalem. |
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Microzoning of the earthquake hazard in Israel.
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