MICROZONING OF EARTHQUAKE HAZARD IN ISRAEL

Project 3

SITE EFFECT AND SEISMIC HAZARD ASSESSMENT FOR PETAH TIKVA, HOD HASHARON AND ROSH HAAYIN TOWNS: CONTINUATION OF MEASUREMENT IN THE HASHEFELA AREA

November, 2006 Report No 569/237/06

Principal Investigator Dr. Y. Zaslavsky

Collaborators: Galina Ataev, Marina Gorstein, Dr. Rami Hofstetter, Michael Kalmanovich, Dagmara Giller, Ilana Dan, Nahum Perelman, Tatyana Aksinenko, Vadim Giller, Ion Livshits and Alexander Shvartsburg

Submitted to: Earth Sciences Research Administration National Ministry of Infrastructures and The Ministry of Absorption 1

CONTENTS LIST OF FIGURES ...... 2 LIST OF TABLES ...... 3 ABSTRACT ...... 5 1. INTRODUCTION ...... 7 2. APPLICATION OF AMBIENT NOISE MEASUREMENTS FOR ESTIMATING SITE EFFECT ...... 9 3. GEOLOGY ...... 11 4. DATA ACQUISITION, FIELD WORK AND PROCESSING ...... 20 5. RESULTS ...... 23 5.1. Variations of Fourier spectra and H/V ratio shape obtained from ambient noise recordings throughout the study area and its correlation with geological structure ...... 23 5.2. Stability of measurements ...... 27 5.3. Distribution of the fundamental frequency and its associated amplitude ...... 31 5.4. Developing of S-wave velocity model ...... 34 5.5. Reconstruction of subsurface structure ...... 42 5.5.1. Profile AA ...... 42 5.5.2. Profile BB ...... 44 5.5.3. Profile CC ...... 49 6. SEISMIC MICROZONATION IN TERMS OF UNIFORM HAZARD ACCELERATION SPECTRA ...... 52 7. DISCUSSION ...... 57 8. CONCLUSIONS ...... 61 ACKNOWLEDGEMENT ...... 63 REFERENCES ...... 64 Appendix A. Table A1.Well data in the study area ...... 71

2

LIST OF FIGURES

Figure 1. Geological map of the study area (scale 1:50,000)...... 13 Figure 2. Schematic geological cross section along profile indicated in Fig. 1...... 14 Figure 3. Fragment of the structural map of Top Judea Gr. in the study area...... 15 Figure 4. Isopach map of Hashefela and lower Saqiye Groups in the study area. Numbers indicate well number as given in Appendix 1...... 16 Figure 5. Isopach map of clay (Yafo Fm.) in the study area...... 16 Figure 6. Isopach map of calcareous sandstone (Kurkar) in the study area ...... 17 Figure 7. Isopach map of loose sediments (Rehovot Fm., the Kurkar Group) and alluvium in the study area ...... 17 Figure 8. Geological division of the study area ...... 18 Figure 9. Map showing location of the measuring point in the study area ...... 22 Figure 10. (a) Average Fourier spectra of horizontal (blue line) and vertical (red line) components of motion obtained at points 501 and 312; (b) H/V spectral ratios. The shaded area represents the frequency range of resonance motion. Points positions are indicated in Fig. 9. ....24 Figure 11. (a) Examples of average Fourier spectra and (b) H/V spectral ratios for points 152, 166 and 253...... 25 Figure 12. (a) Examples of average Fourier spectra and (b) individual and average H/V spectral ratios for points 457and 107...... 26 Figure 13. (a) Examples of average Fourier spectra and (b) H/V spectral ratios for point 466 located at the Coastal Plain ...... 27 Figure 14. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 420 in different month: (a) Individual H/V ratios; (b) average spectral ratios...... 28 Figure 15. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 253 in different month: (a) average spectra Fourier for three component of motions; (b) average spectral ratios...... 29 Figure 16. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 262 in different month: (a) individual H/V ratios; (b) average spectral ratios...... 30 Figure 17. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 329 in different month: (a) average spectra Fourier for two components (NS and EW) of horizontal and vertical (V) components of motions; (b) individual and average spectral ratios. ..30 Figure 18. Comparison stability of horizontal-to-vertical spectral ratio from ambient noise observed at point 81 in different month: (a) average spectra Fourier for three component of motions; (b) average spectral ratios...... 31 Figure 19. Distribution of the fundamental frequency...... 33 Figure 20. Distribution of the amplitude associated with fundamental frequency. For legend see Fig. 19...... 34 Figure 21. (a) – Lithological cross section of well 70; (b) - comparison between H/V spectral ratio obtained at well 70 (red line) and analytical transfer functions calculated using well data and velocities from refraction line RL-3. The black line corresponds to the model, in which the reflector located at a depth of 12 m has Vs=1900 m/sec; the blue line corresponds to the soil column model from Table 5...... 36 Figure 22. Lithological section for well 61 and analytical transfer function for well 61 compared with H/V spectral ratio obtained at this well...... 37 3

Figure 23. Lithological cross section of well 111; (b) - comparison between H/V spectral ratio (red line) and analytical transfer functions calculated using well 111 and refraction survey data (black line)...... 38 Figure 24. (a) - lithological section of Pt2 well with the Top Judea Gr. indicated by the red line; (b) - comparison between H/V spectral ratio obtained at well location (red line); trial analytical transfer functions corresponding to the reflector – Top Judea Gr. (blue line) and optimal transfer function (black line); (c) the suggested lithologial section corresponding to the reflector – dolomite of the Judea Gr...... 39 Figure 25. Comparison between H/V spectral ratio obtained at Givat Hashlosha and Neve Yaraq wells (red lines); trial analytical transfer functions corresponding to the 1D model from Givat Hashlosha well data (blue line) and optimal transfer function (black line) ...... 40 Figure 26. H/V spectral ratios (solid line) and analytical transfer functions (dashed line) for points located along profile AA...... 44 Figure 27. Geological cross section along AA profile constructed on the base of ambient noise data analysis ...... 45 Figure 28. The analytical transfer functions superimposed on H/V spectral ratios for point along profile BB...... 47 Figure 29. Simplified sketch of the geological cross section along profile BB...... 48 Figure 30. H/V spectral ratios (solid line) and analytical transfer functions (dashed line) for representative points located along CC profile...... 50 Figure 31. Simplified sketch of the geological cross section along profile CC...... 51 Figure 32. Map showing the different interpretations of the faults location ...... 52 Figure 33. Microzonation map of the study area with respect to acceleration response spectra calculated by SEEH...... 54 Figure 34. Uniform Hazard Site-specific Acceleration Spectra for different sites within selected zones. Spectrum according to the Israel Building Code (PGA of ) indicated by the dashed line is included for reference...... 55 Figure 35. Generilized Uniform Hazard Site-specific Acceleration Spectra for all zones in the study area...... 56 Figure 36. (a) - Fundamental frequency vs. thickness of sediments over the top Judea Gr. according to the structural map. The equation describes the best fit with a coefficient of correlation of 0.78; (b) the same dependency fitted separately for three groups characterized by different Vs structure indicated in 5.4...... 57 Figure 37. Fundamental frequency vs. modeled sediment thickness above reflector for all calculated model (a) and for selected groups (b)...... 59 Figure 38. Reflector depth inferred from microtremor measurement analysis...... 60

LIST OF TABLES

Table 1. Lithostratigraphic classification of sedimentary rocks represented in the study area .....14 Table 2. Lithology and thickness range for zones defined by geological data...... 19 Table 3. United lithological units and their total thickness in the study area ...... 20 Table 4. Vs structure estimated from ambient noise measurements for Hashefela region ...... 35 Table 5. Geotechnical data and soil column model for well 70 (RH-5) ...... 36 Table 6. Geotechnical data and soil column model for well 111 (PT-12) ...... 38 Table 7. Geotechnical data and soil column model for well 83 (PT-2) ...... 39 Table 8. Geotechnical data and soil column models for Neve Yaraq and Givat Hashlosha wells 41 4

Table 9. S-wave velocity structure for the study area ...... 41 Table 10. Soil column models for calculating generalized acceleration response spectra for zones56 5

ABSTRACT

For microzoning goals about 550 ambient noise measurements across the study area of 128 km2 including the towns of Petah Tikva, Hod-Hasharon and Rosh HaAyin, partially Ramat Hasharon and Qiryat Ono and adjoining settlements Elishma, Neve Yaraq, Givat Ha-Shlosha, Kefar Sirkin, Nahshonim, Givat Shemuel, Ganey Tikva and others, have been done on different grid scales. Majority of measuring sites were spatially distributed each 500 meters. High variations in the observations led us to increase the density to a grid spacing of 250 m and in some sites even 150 m. Analysis of measurement results over the study area showed that Fourier spectra of horizontal and vertical components and H/V spectral ratios are categorized by shape considering two resonance peaks; and correlation with the geological features exists. Measurement results indicate site amplifications ranging from 2.5 up to 7-8 decreasing from the west to the east within the frequency band 0.4-13 Hz. In the first approximation the resonance frequency has general trend to increase toward the east. Owing to a higher resolution, the frequency map not only identifies and traces the structural blocks and faults detected in the structural map of the top Judea Gr. but also reveals the new tectonic features. In the western part of the study area, at the Coastal Plain, sharp shift of the first resonance frequency from 0.3 Hz up to 1.2-1.3 Hz indicate change of the fundamental reflector from the Judea Gr. to calcareous sandstone of the Kurkar Gr. Data from representative boreholes and two refraction profiles integrated with H/V observations at corresponding locations were used to develop models of the subsurface at the measurements sites. We revealed differences in S-wave velocity profile obtained in the previous investigation at Hashefela and that estimated in the present study. While a fair agreement between depths of the top Judea Gr. and fundamental reflector is obtained in the eastern and central parts of the area, west of the reverse NE-SW fault difference in the estimations reaches 300 m. Results of subsurface modeling are illustrated by geological cross sections. By comparison of the Uniform Hazard Acceleration Spectra calculated for 200 selected sites and considering the subsurface models constructed across the investigated area, we divided the area into 9 zones. Each zone is characterized by a generalized seismic hazard function representative the sites within that zone. For many zones the Israel Standard (IS-413) underestimates the acceleration in the broad period range. 6

The analysis of the relationship between the fundamental frequency and depth of the Top Judea Gr. and also the fundamental frequency and modelled reflector depth show that this approach cannot be used for subsurface model estimation. 7

1. INTRODUCTION

A great part of Israel towns is located on soft surface deposits where it is likely to observe amplification of seismic wave during earthquakes, as it happens in other areas (e.g., Hough et al., 1990; Hartzell et al., 1996; Reinoso and Ordaz, 1999; Ozel et al., 2002; Hamdache et al., 2004 and other). Therefore, the prediction of amplification of seismic ground motion by local geology is very important factor to reduce of structural damage and loss of life from strong earthquakes. In 2001, thanks to a financial support of the Ministry for Absorption and the Earth Sciences Research Administration of the Ministry for National Infrastructure, a special team was formed in the Geophysical Institute of Israel to map site effects in urban areas of Israel. This project provides an exclusive data set to investigate above mentioned issue. We studied variation of site effect over short distances, when grid of measurement points was 250x250 m. Among many investigations of site effects in urban areas seismic microzonation studies in the cities of Lod, Ramle (Zaslavsky et al., 2005a), Qiryat Shemona (Zaslavsky et al 2005), Dimona, Arad, Bet Shean and Afula (Zaslavsky et al 2006), as well as at the Coastal Plain including Kefar Sava town (Zaslavsky et al., 2005b) and Haifa Bay area (Zaslavsky et al 2006) have been carried out. Amplification of ground motion by a factor up to 8.0 in the frequency range 0.7-14.0 Hz has been measured at different soft-soil sites. The significance of this project lies in the fact that heavily populated urban areas of the country are subject to earthquake risk. Moreover, it is known that the towns of Lod and Ramle, throughout their long history, have been severely affected by strong earthquakes (Amiran, 1994). The last destructive earthquake occurred on July 11 1927 and caused the destruction of large parts of these cities, reaching a seismic intensity of VIII-IX on the MSK scale (Avni, 1999). Such a high intensity from a relative distant earthquake (about 70 km) of magnitude 6.2 is the result of local site effects of the sedimentary layers that may have significantly enhanced earthquake ground motions. In this connection it is necessary to need that area from Lod-Ramla in the south to Kefar Sava in the north has of the same litho-stratigraphy structure and all area located on roughly same distances from sources of future earthquakes. The numerical (analytical) prediction of site effects with reasonable confidence level is usually possible only if some key geotechnical parameters are known. Commonly, these 8 computations by various approaches require input data on the local geology including thickness, density, damping and S-wave velocity of different soil and rock layers at a site. However, utilization of seismic exploration to determine subsurface structural models in urban areas is very coast. Moreover, twelve industry, academic, and government organizations form the U.S. and Japan conducted independent geotechnical site–characterization studies (blind tests) at Turkey Flat (Field and Jacob, 1993; Cramer, 1995). Hundreds of thousands of dollars were spent on this effort, and with respect to site effect estimation, Turkey Flat may well be the most extensively studied sediment field valley in the word. But based on this study it was appearing, that the average spectral ratios from earthquakes data provide a better estimation of site response at Turkey Flat than do theoretical prediction. In addition, from our numerous experimental measurements of site effects in the different urban areas of Israel we concluded that predicting site effects based on models inferred from even very ―reliable‖ geological and geophysical information may differ significantly from experimental estimates by uncertainty associated with evaluating model parameters. Reliable estimations of the site response my be obtained by combining different empirical approaches supplemented with analytical computations where the empirical observations, geophysical data and geological information constrain the model parameters. In this work we continue using horizontal-to-vertical spectral ratio from ambient noise measurement to approximate fundamental resonance frequency of the subsurface and its amplification. This study focused on the following objectives: 1. Empirical evaluation of potential enhanced ground motion in soft sediments using dense grid recording of ambient noise. 2. Reliable prediction of site amplification in the investigated areas and producing maps of the distribution of the fundamental frequency and amplification. 3. Evaluation of the geotechnical characteristics (shear-wave velocity and thickness of sediments) for one-dimensional analysis of site effects by detailed comparison of the analytical site response functions and experimental spectral ratios (stochastic optimization algorithm). 4. Providing essential information for realistic earthquake damage scenarios. 9

2. APPLICATION OF AMBIENT NOISE MEASUREMENTS FOR ESTIMATING SITE EFFECT

There can be no doubt that the best evaluation of site effect will be based on dense strong motion observations using spectral ratio of seismic records from sedimentary sites with respect to bedrock reference sites, because the nonlinear effect is included (Jarpe et al., 1988, 1989; Darragh and Shakal, 1991; Satoh et al., 1995; Hartzell, 1998; Reinoso and Ordaz, 1999 and others). To achieve site response investigation in a reasonable period of time, this approaches is practical only in regions such as California and Japan, were seismicity is high. In regions where seismicity is moderate as Israel, recording not only strong ground motion, but even a representative sample of weak earthquakes may take a long time. On the other hand, for Israel it is very important to construct a detailed map of site effect because strong earthquakes present a long return period, but might exhibit a high seismic risk, according to historical reports. It is therefore necessary to develop alternate methods of characterizing site amplification. One such alternate approach is ambient noise measurement to estimate site effect. Spectral analysis of ambient noise is an alternative tool to quantify site effects because it is much cheaper than classical site investigations and has potential to effective seismic risk mitigation. Kanai and Tanaka (1961) pointed out that predominant frequencies of horizontal spectra of ambient vibrations measured on thick sediment deposits (one to several kilometers thick) are well correlated with the frequencies of the spectra of measured strong motions obtained at the same site. Since then, it has been reported that this technique has proved to be effective in estimating the fundamental frequency of site effects (Tanaka et al., 1968; Katz, 1976; Katz and Bellon, 1978; Ohta et al., 1978; Kagami et al., 1982; Zaslavsky, 1984, 1987). It should be noted that in urban areas located on relatively thin sedimentary layers, the spectra of ambient vibrations would be influenced by artificial sources from the dense population, high traffic and various machinery. Therefore, the resonance frequency of thin deposit layers cannot be directly identified in the ambient vibration spectra. Kagami et al. (1982) proposed that the ratio of the horizontal components of the ambient ground motion spectra at the sediment site to those at the rock site could be used as a measure of the amplification. This procedure as also as (также как) in case of earthquake data (Borcherdt, 1970) used general approach of input-output relationship for physical systems (Bendat, 1958). The reliability of this method will depend on the degree to which the assumption of similar 10 source and path effects for station located on rock and site are similar. This technique is widely used for site response estimates (Lermo et al., 1988; Rovelli et al., 1991; Field et al., 1990, 1992; Hough et al., 1990; Malagnini et al., 1996; Gutierrez and Singh, 1992; Dravinski et al 1995, Gaull et al., 1995; Zaslavsky et al., 1995, 2000). However, experimental study of site effect by sediment-to-bedrock spectral ratio can be successful only under particular circumstances because noise is generated by human activities, especially in urban and suburban regions and the intensity of noise source seems to significantly vary from place to place. Our experiments (Zaslavsky at al., 2002) showed that Kagami method should be used within very limited area (diameter of several hundred meters). Nakamura (1989, 2000) hypothesized that site response could be estimated from the spectral ratio of horizontal versus vertical component of noise observed at the same site. Many studies show that the H/V ratio obtained from ambient vibrations coincides with response functions of near surface structures to incident shear wave (Ohmachi et al., 1991; Lermo and Chavez-Garcia, 1994; Zaslavsky et al., 1995; Seekins et al., 1996; Gitterman et al., 1996; Konno and Ohmachi 1998; Mucciarelli and Monachesi, 1998; Chavez-Garcia and Cuenca, 1998; Toshinava et. al., 1997; Shapira et al., 2001). Recently, Bonilla et al., 1997; Horike et al., 2001 and Satoh et al., 2001 contended that estimates of the frequency of the predominant peak are similar to those obtained from traditional sediment-to-bedrock spectral ratio of earthquake records (Borcherdt, 1970). In a recent comprehensive study of the Nakamura’s technique (see detailed results on the webpage about the SESAME project http://sesame-fp5.obs.ujf-grenoble.fr/ and a summary report by Bard (2004)) has concluded that the H/V spectral ratio of ambient noise reliably manifest the fundamental frequency of the site response. Furthermore, the H/V amplitude at that fundamental frequency may serve as a lower bound of the expected amplification level. During the last decade, many sites in Israel have been investigated in an attempt to estimate the possible amplification of seismic ground motion. While integrating different types of data from different sources we could use the Nakamura technique to present a systematic picture of the characteristics of the site effects in the investigated region. There is a good agreement between the H/V observations, the subsurface models, the known geological setup and the few geotechnical data. These should add to the credibility of the obtained results. Equally important is a good match between the 1D subsurface models inferred from H/V measurements 11 at nearby grid points. It is definitely the dense grid of measuring sites that eventually enabled us to successfully conclude this microzoning study.

3. GEOLOGY

Geological data of the region are compiled based on Gill (1965), Gvirtzman (1969), Fleischer et al. (1993) and Fleischer (2000). Data from more than 156 structural and water wells including primarily core descriptions and a few log data are analyzed to complement the geological information. All the information is found in the Geophysical Institute and the Hydrogeology Division of the Geological Survey of Israel. Location of boreholes superimposed on the geological map (Fleischer, 1993) is shown in Fig. 1. List of boreholes used is given in Table 1 (Appendix). The geological map is compiled from the geological map of Kefar Sava to a scale of 1:50,000 (Sneh, 1993) and the geological map of Israel to a scale of 1:200,000 (Sneh, 1998). Surface geology is represented in the eastern part by limestone and dolomite of the Judea Gr. (Cretaceous age), alluvial sediments of the Yarkon river (Holocene age) and loam, sand and conglomerate of the Kurkar Gr. (Pleistocene age). The western flank of Shomron Mountains anticlinorium, Ein Ganim syncline and Petah Tikva anticline formed by the Top Judea Gr. are indicated in the map. The stratigraphic sequence analyzed in the present study includes the following groups from the bottom to the top: Judea, Shefela, Saqiye and Kurkar. Subdivision of these groups into formations is made on the base of lithological composition and given in Table 2. Generalized cross section over the study area in the east-west direction is shown in Fig. 2. Its position is indicated in Fig. 1. The fragment of the structural map of the top Judea Group (Fleischer and Gafsou, 2000) in the study area is presented in Fig. 3. The Judea Group forms the basins of the Yarkon-Taninim rivers in the east-western direction. It has general trend to deepen in the western direction starting from the sea level at the foot of the Shomron Mountains to 500-700 meters at the Coastal Plain as seen in the cross section. Judea Group of Turonian-Cenomanian age includes the Bina Fm. (0-60 meters) consisting of the white to gray limestone and chalk over the dolomite and limestone of Weradim Fm. According to the geological map, the structural pattern of the study area is marked by the Petah Tikva anticline located in the central part of Judea Gr. sloping in the northwestern direction. This anticline has southwestern-northeastern strike and is complicated by the reverse fault. Gvirtzman (1969) and Gill (1965) mapped the Ein Ganim syncline stretched 12 southwest-northeast complicated by the normal fault in the centre and transverse Yarkon and Kfar Ganim faults along erosional channels. The dome-shaped Givat Shemuel anticline (escarpment) is mapped in the southeastern part of the area. The Judea Gr. is unconformably overlain by Hashefela Gr. (Campanian – lower Eocene) revealed in the Ein Ganim syncline only. It consists of the En Zeitim calcareous shale (0-10 m), Ghareb chalk (0-23m), Taqiye marl and shale (0-50m) and chalk-chalky limestone of the Zora Fm. (0-60 m). The total thickness of this group increases to the west from 0 up to 120 meters. In the Ein Genim syncline limestone of the Bet Guvrin, Lachich and Ziqlag Fms., which are a part of the Upper Saqiye Gr. discordantly overlay Hashefela Gr. Fig. 4 presents isopach map of Hashefela and Lower Saqiye Groups. This united lithological unit fills the Ein Ganim Syncline and is divided by Yarkon and Kfar Ganim channels. By our estimation, maximal thickness of this unit may reach 150-170 m in core of the anticline including limestone up to 100 m thick (well 48, PT-25). In the western part of the study area the Judea Gr. is uncomformably overlain by the Yafo Fm. The Yafo Fm. can be generally separated into lower and upper part. The lower one comprises of clay and has thickness increasing from 0 m in the Ein Genim syncline up to 600 m at the Coastal Plain. The upper Yafo Fm (Petah Tikva member) consists of calcareous sandstone and clay. It is found in the Petah Tikva anticline. Its thickness can reach 50 meters. Isopach map of the Yafo clay is shown in Fig. 5. Yafo clay fills the Yarkon and Kfar Ganim channels. The Kurkar Group of Pleistocene age conformably overlies the Saqiye Gr. The lower part of the Kurkar Group consists of marine and eolian calcareous sandstone ("Kurkar") of 0-120m thick and conglomerates of the Ahuzam Fm. with of 0-30m thick. The total thickness of Kurkar Gr. increases toward the west. Fig. 6 shows isopach map of the calcareous sandstone. In the central part the calcareous sandstone of Petah Tikva member is added to the Kurkar Gr. The upper part of the Kurkar Gr. is characterized mainly by eolian sands and sandy loam of the Rehovot Fm. up to 110 m thick. To the east the upper Kurkar becomes more clayey (―hamra‖). Total thickness of the Kurkar Gr. changes from 20m in the east to 150m in the west. The alluvium sediments of Holocene age outcrop in the southwestern part of the study area in upper basin of the Yarkon river, are represented by soil, loess, clay and gravel and have a maximum thickness of 10 meters. In Fig. 7 is displayed isopach map of the loose sediments of the Rehovot Fm., Kurkar Group and alluvium. 13

15 C 155 154 18 14 152 32 17 16 13 150 153 149 8 2 A 37 12 11 9 6 31 35 151156 36 10 34 7 3 33 5 30 28 a n 4 a 29 Q . 1 N 38 n N 26 . 27 20 i

H a 21

l a 25 23

d 19 P 40 a 41 22

r 24

l 39 a 46 42

t 45

0 47 s

0 53

0 a

44 0 o 43 7

6 49 C n 48 74 76 o 50 52 A 51 k 54 r 55 98 a 75 77 Y RL-3 l 56 a 79 h 78 72 B a 80 N 73 71 70 57 81 69 144 83 m 86 82 68 84 u i e N. R a b a r 67 B n o li 87 n c 85 RL-2 i 89 i l t RL-1 c 88 n 106 i 112 N 66 t a . 145 n a S 65 a 103 v h 61 102 109 s ik i 139 e 111 l 64 n 115 142 T 105 n o i 104 i 58 a h l 60 t 114 c a n t n 107 63 0 141 140 e y u 0 P s 100 o

0 110 M 5 138 59 m 6 136 i 116 62 n 6 137 n 146 90 o a r G 108 117 91 92 m 99 n i o 135 101 h 118 119 E N. Mazor S 133 132 120 93 f o 122121 124 k 134 n a 143 l 127 94 f

131 128 n 96 r C 148 e 123 147 95 t 125 113 s e 126 129 97 130 W 190000 195000

Alluvium (Holocene) Line of cross section constructed by geological and borehole data

A Line of cross section reconstructed Loam,sand (Kurkar Gr.) by microtremor measurements

Refraction line Ahuzam Conglomerate (Pleistocene) Borehole Limestone (Bina Fm., Turonian) Borehole used for Vs determination Dolomite, Limestone (Weradim Fm., Cenomanian) Boundary of the investigated area

Figure 1. Geological map of the study area (scale 1:50,000). 14

Coastal W Plain Petah Tikva anticline Ein Ganim syncline Western flank of Shomron Mountains anticlinorium E 100 100 PT-26 PT-2 E-2 RH-1 PT-15

0 1 0 2 3

4a -100 -100 5 6 4 Limestone gray chalky Alluvium,Sand,Loam 5 (Beit Guvrin Fm.) 7 1 (Kurkar Gr.) -200 -200 Limestone and chalk Calcareous sandstone 8 6 (Zora Fm.) 10 2 (Kurkar Gr.) 9 Marl Conglomerate 7 (Taqiye Fm.) -300 3 (Bet Nir Fm.) -300 8 Chalk white Clay gray (Chareb Fm.) 4 (Yafo Fm.) 9 Shale brown (Ein-Zetim Fm.) -400 -400 Alternating sandstone and clay 4a (Petah-Tikva Mb.) Limestone chalky, 10 Dolomite and chalk (Judea Gr.)

-500 -500 186000 187000 188000 189000 190000 191000 192000 193000 194000 195000 196000 197000

Figure 2. Schematic geological cross section along profile indicated in Fig. 1.

Table 1. Lithostratigraphic classification of sedimentary rocks represented in the study area

Thickness, Lithology Formation Group Stage Age m Soil, loess and loam 0 - 10 Alluvium Holocene Sand and loam (''Hamra'') 0 - 110 Rehovot Conglomerate 0 - 30 Ahuzam Kurkar Pleistocene Quaternary Calcareous sandstone ("Kurkar") 0 -120 Pleshet Alternating clay and calcareous Petah Tikva L. Pleistocene sandstone 0 -50 Mbr. Clay 0 -600 Yafo Pliocene Neogene Saqiye 0-8 Ziqlag Tortonian Limestone 0 -25 Lachish Oligocene 0 -69 Beit Guvrin Paleogene Chalk, chalky limestone 0 - 60 Zor'a Eocene Marl and shale 0 -53 Taqiye Paleocene Hashefela Argillaceous chalk 0 -23 Ghareb Maastrichtian Calcareous shale 0 -10 En Zetim Campanian Upper Cretaceous Limestone and chalky limestone 0 -60 Bina Turonian Judea Dolomite and chalky limestone 100+ Weradim Cenomanian 15

Figure 3. Fragment of the structural map of Top Judea Gr. in the study area. 16

15 155 154 18 14 152 32 17 16 13 150 153 149 8 2 37 12 11 9 6 31 151156 35 36 10 34 7 3 33 5 30 28 4 29 672000 1 38 27 26 20 21 25 23 19 40 41 22 24 39 46 45 42 47 44 53 43 49 48 76 50 52 74 51 54 55 98 75 77 56 79 72 80 78 73 71 70 57 81 69 144 86 82 8384 68 667000 67 87 85 89 88 106 112 66 103 145 65 102 109 61 139 64 115 142 105 111 114 104 60 58 107 63 141 140 110 100 138 59 116 136 146 137 90 62 108 91 99 117 92 135 118 119 101 133 132 120 93 122121 124 134 127 143 94 131 128 14896 147 125 123 113 95 126 129 130 97 662000 185000 190000 195000 Figure 4. Isopach map of Hashefela and lower Saqiye Groups in the study area. Numbers indicate well number as given in Appendix 1.

15 155 154 18 14 152 32 17 ? 16 13 150 153 149 8 2 37 12 11 9 6 31 151156 35 36 10 34 7 3 33 5 30 28 4 29 672000 1 38 27 26 20 21 25 23 19 40 41 22 24 39 46 45 42 47 44 53 43 49 48 76 50 52 74 51 54 55 98 75 77 56 79 72 80 78 73 71 70 57 81 69 144 86 82 8384 68 667000 67 87 85 89 88 106 112 66 103 145 65 102 109 61 139 64 115 142 105 111 114 104 60 58 107 63 141 140 110 100 138 59 116 136 146 137 90 62 108 91 99 117 92 135 118 119 101 133 132 120 93 122121 124 134 127 143 94 131 128 14896 147 125 123 113 95 126 129 130 97 662000 185000 190000 195000 Figure 5. Isopach map of clay (Yafo Fm.) in the study area. 17

15 155 154 18 14 152 32 17 16 13 150 153 149 8 2 37 12 11 9 6 31 151156 35 36 10 34 7 3 33 5 30 28 4 29 672000 1 38 27 26 20 21 25 23 19 40 41 22 24 39 46 45 42 47 44 53 43 49 48 76 50 52 74 51 54 55 98 75 77 56 79 72 80 78 73 71 70 57 81 69 144 86 82 8384 68 667000 67 87 85 89 88 106 112 66 103 145 65 102 109 61 139 64 115 142 105 111 114 104 60 58 107 63 141 140 110 100 138 59 116 136 146 137 90 62 108 91 99 117 92 135 118 119 101 133 132 120 93 121122 124 134 127 143 94 131 128 14896 147 125 123 113 95 126 129 130 97 662000 185000 190000 195000 Figure 6. Isopach map of calcareous sandstone (Kurkar) in the study area

15 155 154 18 14 152 0 32 17 16 13 150 153 149 8 2 37 12 11 9 6 31 151156 35 36 10 34 7 3 33 5 30 28 4 29 672000 1 38 27 26 20 21 25 23 19 40 41 22 24 39 46 42 45 0 47 44 53 43 49 48 76 50 52 74 51 54 55 98 75 77

RL-3 56 79 72 80 78 73 71 70 57 81 69 144 86 82 8384 68

667000 2 67 - 87 85 RL-1 L 89 88 106 R 112 66 0 103 145 65 102 109 61 139 64 115 142 105 111 114 104 60 58 107 63 141 140 110 100 138 59 116 136 146 137 90 62 108 91 99 117 92 135 118 119 101 133 132 120 93 122121 124 134 127 143 94 131 128 14896 147 125 123 113 95 126 129 130 97 662000 185000 190000 195000

Figure 7. Isopach map of loose sediments (Rehovot Fm., the Kurkar Group) and alluvium in the study area 18

Geological analysis shows that the investigated area may be divided into five uniform zones based on the structural configuration of the Top Judea Gr. and lithostratigraphic composition of the sediment cover rocks (for map see Fig. 8 and Table2).

Figure 8. Geological division of the study area

The zones are defined as follow:  Zone 1 is an outcrop of the Judea Gr.;  Zone 2 is located at the western flank of Ramallah anticlinorium and characterized by alluvium, sand and loam overlying directly the Judea Gr.  Zone 3 is located within the Ein Ganim syncline and characterized by deposits of the Shefela, Saqiye and Kurkar Groups overlying the Judea Gr.  Zones 4 and 5 have the similar lithostratigraphic composition represented by Saqiye and Kurkar Groups over the Judea Gr. but differ significantly by the depth of the Top Judea Gr. While zone 4 is situated at Petah Tikva anticline and depth of the Top Judea does not exceed 200 19 meters, in zone 5 located at the Coastal Plain the Judea Gr. deepens sharply down to depth of 500-1000 meters. Detailed lithological composition of each zone is given in Table 2. For simplicity sake, we united lithologically homogeneous formations as shown in Table 3.

Table 2. Lithology and thickness range for zones defined by geological data.

Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Lithology Formation Thickness, Thickness, Thickness, Thickne Thickne m m m ss, m ss, m Soil, loess and loam Alluvium 0 0 - 10 0 - 10 0 - 10 0 - 10 Sand and loam 30 - (''Hamra'') Rehovot 0 30 30-138 134 20-150 Conglomerate Ahuzam 0 0-15 0-20 0 - 30 0 - 25 Calcareous sandstone ("Kurkar") Pleshet 0 0 0 -77 0 -77 20-130 Alternating clay and Petah Tikva calcareous sandstone Mbr. 0 0 0 -30 30 -50 40 -50 150 - 300- Clay Yafo 0 0- 20 0 -190 400 700 Limestone Ziqlag 0 0 0-8 0 0

Limestone Lachish 0 0 0 -25 0 0

Limestone Beit Guvrin 0 0 0 -69 0 0 Chalk, chalky limestone Zor'a 0 0 10-60 0 0

Marl and shale Taqiye 0 0 5 -53 0 0

Argillaceous chalk Ghareb 0 0 10 -23 0 0 Calcareous shale En Zetim 0 0 0 -10 0 0 Limestone and chalky limestone Bina 0-60 60 20-60 0 -50 0 Dolomite and chalky 100+ 100+ 100+ 100+ 100+ limestone Weradim 200- 500- Depth of Top Judea Gr. 0 0-80 65-250 500 1000 20

Table 3. United lithological units and their total thickness in the study area

Thickness N Lithology Formation m 1 Soil, loess , loam and sand 0 - 110 Alluvium, Rehovot

2 Conglomerate 0 - 30 Ahuzam

3 Calcareous sandstone 0 - 125 Pleshet, Petah Tikva Mbr.(partial)

4 Clay 0 - 600 Yafo, Petah Tikva Mbr.(partial)

5 Chalk, marl, shale and limestone 0 - 80 Zor'a (partial), Taqiye, Ghareb, En Zetim

Limestone and chalky limestone Bina 6 0 - 60 7 Dolomite and chalky limestone 100+ Weradim

4. DATA ACQUISITION, FIELD WORK AND PROCESSING

We carried out 550 ambient noise measurements from January to September 2006. The work area is approximately 128 km2 (W-185000; E-198000; S-662000 and N-675000). As shown in Fig. 9 , the study area includes the towns of Petah Tikva (174,000 inhabitants), Hod- Hasharon (39,000 inhabitants) and Rosh HaAyin (36,000 inhabitants) entirely, Ramat Hasharon and Qiryat Ono partially and a number of adjoining municipalities like Elishma, Neve Yaraq, Givat Ha-Shlosha, Kefar Sirkin, Nahshonim, Givat Shemuel, Ganey Tikva, etc. The locations of measurement points are shown in Fig. 9. From our experience, the optimal grid spacing is about 500 m, to enable enough resolution in the spectral ratios to identify correlation with geological features in a basin to depth of several hundred meters. In case of significant lateral variations of the results, density of the grid point spacing is increased to 250 m. Many measurements were made either at or close to the borehole sites. All the analyzed data are recorded by acquisition equipment included: an amplifier with 0.2-25 Hz band pass filter, a 16-bit analog-digital converter with GPS time, sampling each channel at 100 samples per second and a laptop computer to control the system and store the data. The GII-SDA, digital seismic data acquisition system is designed for site response field investigations (Shapira and Avirav, 1995). The seismometers used are very sensitive velocity transducers (L4C of Mark Products) with a natural frequency of 1.0 Hz and 70% critical damping. The station is equipped with one vertical and two horizontal seismometers (oriented 21 north-south and east-west). All the equipment: sensors, power supply, amplifiers, personal computer and connectors were installed on a vehicle, which also served as a recording center. Prior to performing measurements we check and determine the transfer function of the instrumentation. The individual seismometer constants (free-frequency damping and motor constant) are determined from sine and step calibration signal. In addition seismometers are placed at the same locations and in the same orientation to record the same waves. These measurements allow assessing the identity of different channels of the entire monitoring system, i.e. transducer, amplifier, filter, and analog-to-digital conversion. After comparison of identity of the channels with and without "instrument response correction" may be seen that removal procedure leads to clear distinctions of channels in the frequency range 0.2-0.8 Hz. Therefore, for the fundamental frequency of site effect less than 1.0 Hz the spectral ratios are calculated without previous instrument. Our results indicate significant dependence upon the experimental conditions, for example: duration of record on each point, presence underground structure in urban areas, soil-structure interaction because numerous measurements performed proximity to buildings, effect of rain, wind, coupling between seismometer and soil and other. Therefore, during field work it is necessary assessing the conditions of ambient noise waveform not only by visual inspection but also by computing spectra and H/V ratio several times for each case of measurement. To study the spectral character of the ambient noise in the study area, we use two different time windows: 30-sec record for sites with resonance frequencies above 1 Hz and 50- sec record for sites with resonance frequencies less than 1 Hz. The selected time windows are Fourier transformed, using cosine-tapering (1 sec at each end) before transformation and then smoothed with a triangular moving Hanning window. The H/V spectral ratio is obtained by dividing the individual spectrum of each horizontal component SNS(f) or SEW(f) by the spectrum of the vertical component SV(f). To obtain systematic and reliable results from the spectra of ambient noise, we use several time windows (50-70 ratios) that yielded a number of spectral ratios that, in turn, are averaged.

22

Figure 9. Map showing location of the measuring point in the study area

23

The horizontal-to-vertical spectral ratio A/f) is obtained by dividing the individual spectrum of each horizontal component SNS(f) and SEW(f) by the spectrum of the vertical component SV(f). If the shapes of SNS/V and SEW/V is similar then the average of the two horizontal- to-vertical ratios is defined:

 n n  1 S NS  f  S EW  f  A f    i   i 2n  i1 SV  f  i1 SV  f    i i 

Based on wide experience of ambient noise data analysis in the last 5 years we recommend using of the manual window selection, because only an appropriate ensemble of carefully selected windows of ambient noise can provide the true estimation of site response.

5. RESULTS

5.1. Variations of Fourier spectra and H/V ratio shape obtained from ambient noise recordings throughout the study area and its correlation with geological structure

Qualitative analysis of distribution of the Fourier spectra over the study area shows that correlation between shape of spectra and geological site conditions exists and may be used to contour roughly areas with different subsurface structure prior to the modeling stage. Below we present some types of Fourier spectra and H/V spectral ratios which are identified in the study area. Fig. 10a displays the first type of spectra. The horizontal components show a sharp peak at frequencies 2-3 Hz (point 201) and 5-7 Hz (point 312) while the vertical spectrum is almost flat at point 501 or forms a local trough at point 312. In both cases H/V spectral ratio shows clear high amplitude peak at frequencies 2.3 Hz and 6.2 Hz respectively. Points with this type of spectra are located in a strip of 2-3 km wide adjoining the outcrop of the Judea Gr. on the western slope of the Shomron Mountains. The subsurface structure for this type is presented by one-layer model, in which Quaternary soft sediments overly directly the limestone and dolomite of the Judea Group. 24

Point 501

Point 312

Figure 10. (a) Average Fourier spectra of horizontal (blue line) and vertical (red line) components of motion obtained at points 501 and 312; (b) H/V spectral ratios. The shaded area represents the frequency range of resonance motion. Points positions are indicated in Fig. 9.

Figure 11 presents the second type of the Fourier spectra and H/V spectral ratio, which is distributed in the central (point 166), southern (point 152) and northeastern (point 253) parts of study area. Looking at this figure, we notice that the spectra of all components have maximum near frequencies of 3-4 Hz. This peak is caused by local noise sources and affects spectral shape. The typical feature of this type is wide frequency band where horizontal and vertical components deviate. For points 166 and 152 this frequency band is approximately 0.8-2.5 Hz and two inseparable resonance peaks are revealed in the H/V spectral ratios at frequencies 1.4 Hz and 1.9 Hz. The first resonance peak is correlated with the Judea Gr. and close-by second peak is related to intermediate hard layer, probably, marl-chalk. For point 253 this band is shifted toward low frequencies and increases in the horizontal component at frequencies 0.7-0.8 Hz and 1.5 Hz are observed. These two increases define the H/V ratio peaks. We suppose in this case that both 25 reflectors in the Judea Gr. and intermediate marl-chalk occurs deeper than in previous two points.

Point 152

Point 166

Point 253

Figure 11. (a) Examples of average Fourier spectra and (b) H/V spectral ratios for points 152, 166 and 253. 26

Differently look the average Fourier spectra and H/V ratios for point located nearer to the coastline. Two separate areas of amplification are distinguished in the Fourier spectra for points 457 and 218 as shown in Fig. 12. Correspondingly, H/V spectral ratios reveal two separate low- amplitude but well-defined peaks. The first one is located at frequency of 0.38 Hz for point 457 and at frequency of 0.5 Hz for point 107. The second one is at frequencies 1.3 Hz and 1.4 Hz for these points respectively. Like in the previous case we connect the second peak with influence of the intermediate layer. In this case it the Yafo clay is of a few hundred meters thick.

Point 457

Point 218

Figure 12. (a) Examples of average Fourier spectra and (b) individual and average H/V spectral ratios for points 457and 107.

Finally, we display point 466 in Fig. 13, which represents spectral characteristics typical for points located at the Coastal Plain where the Judea Gr. deepens to depth of more than 800 m and is not considered to be reflector any more. Decrease in the vertical spectral component in the frequency range 0.8-2.5 Hz forms single peak at frequency of 1.6 Hz with low amplitude of about 2 characterizing impedance contrast between soft sediments and calcareous sandstone of Kurkar Gr., which is the reflector only. Boundaries between the groups selected on the base of 27 qualitative spectral analysis are plotted in Fig. 19. One can see that strike of the groups coincide with the geological areas shown in Fig. 8.

Point 466

Figure 13. (a) Examples of average Fourier spectra and (b) H/V spectral ratios for point 466 located at the Coastal Plain

5.2. Stability of measurements

In the present study as well as in all the previous microzoning investigations we discuss on the stability of H/V spectral ratio of microtremor. We conducted measurements in different days, months, years and obtained the same dominant frequency and practically same amplitudes. Since the Nakamura's technique is still controversial amongst some investigators, in present study we raise once again the stability issue to show that the measurements carried out under the same conditions yield strong similar results. For five sites with different geological structure we calculated spectra and H/V spectral ratio from ambient noise recorded in different months but in similar weather conditions. Sites 253, 420 and 82 are located in the northeast, center and south of the investigated area (see Fig. 1). Depth of the top Judea Gr. (reflector) according to structural map is 150 m, 200 m and 100m, respectively. Point 262 is located in the northwest were depth to the reflector is 300-400 m, while point 329 located in the west at alluvium of 10-20 m thick overlying the Judea group. Examples of spectral ratios obtained at point 420 from ambient noise recorded in March and August 2006 are shown in Fig. 14a. Variations of individual spectral ratios curves are small and all curves are similar in shape. Comparison between average spectral ratios for two sets of measurements demonstrates resemblance (Fig. 14b). 28

a

b

Figure 14. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 420 in different month: (a) Individual H/V ratios; (b) average spectral ratios.

Figure 15a shows the average spectra of two horizontal and vertical components calculated from records of ambient noise at point 253 in different months. Comparing the spectra we can see that for both sets of record the frequency range where horizontal and vertical component spectra deviate is 0.4-2.0 Hz. Moreover, absolute levels of spectra are similar. The horizontal spectra have local increase in amplitude at frequencies near 0.8 and 1.2 Hz. Therefore, average spectral ratios (Fig. 15b) show peaks at those frequencies. One can see that shapes of two average spectral ratio curves in a good agreement not only in range of predominant frequencies but in all investigated diapason from 0.1 to 10 Hz. Individual and average spectral ratios of the ambient noise obtained at point 262 in April and August 2006 are displayed in Fig. 16. Once again, we can see that variations of the individual spectral ratios are small and average curves are very similar in shape. 29

a

b

Figure 15. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 253 in different month: (a) average spectra Fourier for three component of motions; (b) average spectral ratios.

Figure 17a shows the average spectra at point 329 from ambient noise in different month. The NS and EW horizontal components at this site for both sets of records have a sharp peak near frequency 7.0 Hz. In addition, the spectra of vertical component have narrow–bandwidth ―holes‖ near frequency 7.0 Hz. Therefore, spectral ratios show (Fig. 17b) sharp peak at about 7.0 Hz with amplification up to 6.0. We note that the average curves are identical. Another example of the average spectra obtained at point 81 displayed in Fig. 18a. We note that the spectra shapes of all components show a sharp peak near 3.0 Hz. This peak is related to background noise in the town and it is, therefore, very difficult to identify its sources. In other hand, the vertical spectra is flat in frequency range 0.2 1.3 Hz. Comparing the spectra horizontal and vertical components we can see that frequency ranges where the two spectra obtained in different month deviate are 0.5-1.3 Hz. The feature is clearly visible looking at the individual and average spectra ratios (Fig. 18b), related to amplification of ground motion. The amplitudes and frequencies are the same. 30

a

b

Figure 16. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 262 in different month: (a) individual H/V ratios; (b) average spectral ratios.

a

b

Figure 17. Comparison of horizontal-to-vertical spectral ratio from ambient noise observed at point 329 in different month: (a) average spectra Fourier for two components (NS and EW) of horizontal and vertical (V) components of motions; (b) individual and average spectral ratios. 31

a

b

Figure 18. Comparison stability of horizontal-to-vertical spectral ratio from ambient noise observed at point 81 in different month: (a) average spectra Fourier for three component of motions; (b) average spectral ratios.

5.3. Distribution of the fundamental frequency and its associated amplitude

The map of spatial distribution of H/V frequency over the study area (Fig. 19) shows in the first approximation a correlation between frequency contours directed SW-NE and depth of the Top Judea Gr. However, complicated indented shape of the frequency isolines reflects the block structure of the Judea Gr. and suggests the presence of faults. In our study we reconstruct the faults in the Top Judea Gr. previously traced by geologists and reveal some new faults. The main reverse fault of SW-NE strike traced in the structural map Fleischer and Gafsou (2000) conditionally divides the study area into the western with frequency range 0.3-1 Hz and eastern of 1.0-13 Hz parts, which are subdivided, in turn, into minor parts (see Fig. 19). This fault is accompanied by narrow band of relatively high frequency values probably connected with the Petah Tikva anticline of Cretaceous age, which is attached according to Gill (1965) to the fault. We also note that this fault is a boundary between two types of the H/V spectral ratio introduced in Fig. 11 and 12. Displacements of identical local areas in the northeastern direction indicate probably horizontal movements of the western and eastern parts of the fault relative to each other. 32

A series of sublatitudinal faults dividing the main reverse fault into separate parts, which delineate the structural blocks of different depth and also shifted, were detected. Part of these faults, including already known Yarkon and Kfar Ganim faults, we traced more accurately. A local area characterized by the resonance frequencies 0.37-1.2 Hz trending NW-SE is associated with the Yarkon erosion channel. For sites located in this area is typical H/V ratio shape showing two separate peaks like in Fig. 12. This area extends to the north forming a second "bay", which is not correlated with relief of the top Judea Gr. according to the structural map. The Petah Tikva anticline and the Kefar Ganim erosion channel are distinguished owing to the local increase and decrease of frequency values in sublatitudinal direction. Close to the western edge of the study area, within the field of points characterized by the lowest fundamental frequencies of 0.3-0.4 Hz, the areas with no site effect and "islets" of frequencies of 1.2-1.7 Hz are detected. Those are areas where the Top Judea Gr. dipping gradually toward the Coastal Plain reaches a depth of 800 m and more is not considered to be a reflector and calcareous sandstone and conglomerates of the Kurkar Gr. with significant thickness govern site response. Owing to dense measurement network, boundary between two reflectors responsible for the fundamental peak of site response function (the Top Judea Gr. and Kurkar Gr.) is traced in the present study more detailed than in the previous investigations in Hashefela region (Zaslavsky, 2004). In the east of the area, two sublatitudinal areas of slightly lower frequency of 1-1.4 Hz while general rising of the Top Judea we be interpreted as erosion channels. The northern one has continuation in the western side of the fault as the area with reflector – Kurkar Gr. The southern area is, possibly, a continuation of Kfar Ganim erosion channel. Distribution of maximum amplitude associated with fundamental H/V peak retains the general trend characterizing the frequency map, i.e. SW-NE strike of isolines (see Fig. 20). The amplitude values decrease from 7 to 2 in the direction of dipping Top Judea Gr. Distribution of H/V amplitude over the study area is correlated with faults detected by frequency map only generally. The local variations of amplitude values in the west, where the Judea Gr. occurs at a big depth, are probably connected with variations of Vs in upper part of the geological section. We do not observe direct correlation with faults in the Judea Gr. Erosion channels in the eastern side of the reverse fault are indicated by amplitude of about factor 2.5. 33

C 8 674000 A 5

3

2 Ya rk 1.4 on er os 1 672000 ion c 0.7 ha nn el 0.6 0.5 A 0.4

670000 0.3 0.27

lt u a B f e e s 668000 in r l e ic v t n e R a B a v ik T K h fa a 666000 r t Ga e nim P c ha ero nn sio el n

664000

C

662000 186000 188000 190000 192000 194000 196000 Fault detected using microtremor measurements Trace of profile for reconstruction A A Reverse fault according to the structural map of subsurface strucure (Fleischer and Gafsou, 2000) Outcrop of the Judea Gr. Line separating sites with different H/V ratio shape Area where site effect is not detected

Line of reflector change

Figure 19. Distribution of the fundamental frequency 34

C

674000 7 A

5

672000 4

3

A 2 670000

B 668000

B

666000

664000

C

662000 186000 188000 190000 192000 194000 196000

Figure 20. Distribution of the amplitude associated with fundamental frequency. For legend see Fig. 19.

5.4. Developing of S-wave velocity model

S-wave velocity of layers is essential input information required for the analytical site response determination. S-velocity values in some layers were provided by RL-2 and RL-3 refraction lines (Ezersky, 2006). Their locations are shown in Fig. 2. We use S-velocity ranges 35 for different lithological units obtained in the previous investigations in Hashefela region and summarized in Table 4 as trial Vs values for other layers with no refraction data. The optimal values are derived through minimizing the misfit function between H/V ratio and analytical function at borehole site with known lithological section. The analytical function is calculated using SHAKE program (Schnabel et al., 1972). We note that despite a large number of water and structural wells available in the study area (see Fig. 1 and table in Appendix), there is a lack of reliable material to be used for direct calculation of the response function due to ambiguity in well description, different interpretation of lithostratigraphic composition and depth of the Judea Gr. Among wells, which we could use for calibration we selected a few once to show.

Table 4. Vs structure estimated using ambient noise measurements in Hashefela region

Vs, m/sec Material Depth Depth Depth Depth Depth 0-50 m 50-100 m 100-200m 200-400 >400m Sand, Sandy 250-450 -- loam Calcareous 650-700 Sandstone Clay 500 600 650 700 700 Chalk and 700 800 900 950 1200 marl Limestone and 1900 dolomite

We started with direct modeling of relatively shallow well with simple lithological section from the area adjoining exposure of the Judea Gr. Lithological section of well 70 (RH-5) is given in Fig. 21a and Table 5 together with data from refraction line RL-3 located at a distance of 2 km in the similar geological conditions (Ezersky, 2006). Interpretation of line RL-3 suggests three layers: clay-silt (Vs=160 m/sec), gravel (Vs=480 m/sec) and the third layer with Vs=1200 m/sec. This is, probably, the chalky limestone of the Top Judea Gr., which is normally underlain by dolomite and limestone for with Vs=1900 m/sec was obtained in our investigations in Hashefela region (see Table 4). We calculated and compared with the H/V ratio two analytical functions. Both functions have similar upper layers directly from refraction line. However, for the first at a depth of 12 m one we assumed limestone and dolomite with Vs=1900 m/sec. For the second one we added layer with Vs=1200 m/sec over reflector. Its thickness was fitted. Both 36 analytical functions compared with the H/V ratio are shown in Fig. 21b. We can see that in the range of fundament frequency, the analytical functions are identical. Vs=1900 m/sec for the Judea Gr. and Vs=160 m/sec for the silt layer of 6m thick yield a good agreement between H/V ratio and analytical function for point 28 located at well 61 (see Fig. 22). H/V peak at frequency 15 Hz is the first higher harmonic of the fundamental peak.

Table 5. Geotechnical data and soil column model for well 70 (RH-5).

Refraction survey Well 70 data Soil column model data (RL-3 line) Depth Lithology Vs, m/sec Thickness, m Vs, m/sec interval, m Clay and silt 0-5 160 5 160 Gravel 5-12 450 7 450 Limestone and 12 and 20 1200 1190-1310 dolomite (Judea Gr.) below - 1900

10 (b) 8 (a) 6

4

2

1 0.8 0.6

0.4

0.5 1 2 3 5 10 20

Figure 21. (a) – Lithological cross section of well 70; (b) - comparison between H/V spectral ratio obtained at well 70 (red line) and analytical transfer functions calculated using well data and velocities from refraction line RL-3. The black line corresponds to the model, in which the reflector located at a depth of 12 m has Vs=1900 m/sec; the blue line corresponds to the soil column model from Table 5.

37 0 10 8

6 -5 alluvium, 4 sandy loam

2 -10 chalky limestone (Judea Gr.) 1 0.8 -15 0.6 0.4 -20 0.5 1 2 3 5 10 20

Figure 22. Lithological section for well 61 and analytical transfer function for well 61 compared with H/V spectral ratio obtained at this well.

In the Ein Ganim syncline, the marl-chalk deposits of Hashefela Gr. appear in the geological section over the Judea Group. Lithological column of well 111 (Pt-12 IR) is presented in Fig. 23a. Nearby refraction line RL-1 provide information on P-wave velocity only, therefore Vs for the marl-chalk layer was adopted from RL-2 (see Fig.1 for locations). RL-2 identifies a layer characterized by Vs=880 m/sec which is associated with marl of the Zora Fm. All the data used to construct 1-D model for well 111 and soil column model are given in Table 6. The analytical function calculated on the basis of this 1-D model and superimposed on the H/V spectral ratio is shown in Fig. 23b. The marl-chalk layer is divided into two parts in accordance with well description, where the lower part of this layer consists mainly of chalk having Vs higher than Vs of marl. We note that Vs of marl-chalk layer obtained from the refraction survey and tested at different wells in the study area is generally higher than those derived in the previous investigations in HaShefela region for similar depths (Table 4). In order to estimate Vs of the Yafo clay we take into account range of Vs values from Table 4 and also Vs for silt, sandy loam and marl-chalk layers obtained at previous steps. According to the geological data, depth of the Top Judea Gr. in well 83 (Pt-2) is 220 meters. We fail to fit the analytical function to the H/V spectral ratio curve with this reflector depth by varying Vs for the joined Yafo clay-Kurkar layer within the reasonable ranges. One of the most successful approximations in our attempt to minimize difference between the experimental and calculated resonance frequency is shown in Fig. 24 together with the H/V ratio. Our assumption is that the depth of 220 m is not a reflector depth, but the top of intermediate layer of the Turonian chalky limestone of 195 m thick. Main reflector - the dolomite and limestone, occurs at a depth of 415 meters. At this depth is also indicated a sharp increase of the resistivity log, which 38 is recorded at this well from 234 m down to 500 m. It should be noted that two other wells Pt-11 and Pt-1 located in the vicinity of Pt-2 well also have similar step in the resistivity curves at depths of 330 m and 380 m correspondingly. Analytical function calculated on the basis of this deep model (Fig. 24) yields good agreement with H/V ratio using Vs for the clay layer of 650 m/sec that agrees well with our previous estimations in Hashefela region. Data on thicknesses and velocities used in the model construction are given in Table 7.

Table 6. Geotechnical data and soil column model for well 111 (Pt-12IR)

Vs model from well 111 data Soil column model refraction survey Depth interval, Vs Thickness, Vs, Lithology m m/sec m m/sec Sand, loam and 0-47 160-340 47 280 sandstone 80 900 Marl-chalk 47-187 880 60 1000 Limestone and dolomite 187 and below 1900 - 1900 (Judea Gr.)

0

(a) (b)

-40 10 8 6

4 -80 alluvium, sand, loam

marl & chalk 2

-120 marl, chalky limestone 1 0.8 limestone&dolomite, 0.6

-160 1900m/sec (Judea Gr.) 0.4

0.5 1 2 3 5 10 20

-200

Figure 23. Lithological cross section of well 111; (b) - comparison between H/V spectral ratio (red line) and analytical transfer functions calculated using well 111 and refraction survey data (black line). 39

Table 7. Geotechnical data and soil column model for well 83 (PT-2)

well 83 (Pt2) data Vs range Soil column model Lithology Thickness, m m/sec Thickness, m Vs, m/sec Loam, fragments of sandstone and limestone, flint, sandy clay 0-73 250-400 73 310 and calcareous sandstone Clay 73-151 600-750 78 650 Marl-chalk 151-221 900-1000 70 950 Chalky limestone and dolomite 221 and 195 1200 1900 (Judea Gr.) below - 1900

(a) (c) 0 10 8 (b) 6 4 -100

2

-200 1 0.8 0.6

0.4 -300

0.2 0.3 0.5 1 2 3 5 10

alluvium, clay marl, sandy loam chalk -400 chalky limestone dolomite, limestone (Judea Gr.) (Judea Gr.)

Figure 24. (a) - lithological section of Pt2 well with the Top Judea Gr. indicated by the red line; (b) - comparison between H/V spectral ratio obtained at well location (red line); trial analytical transfer functions corresponding to the reflector – Top Judea Gr. (blue line) and optimal transfer function (black line); (c) the suggested lithologial section corresponding to the reflector – dolomite of the Judea Gr.

Spectral ratios shown in Fig. 25ab that are obtained at wells 52 (Givat Haschlosha) and 53 (Neve Yaraq 1) located in the eastern part of Yarkon erosional channel. The ratios have similar form characterized by two close peaks in the frequency range 1-4 Hz. As was already mentioned, such shape is typical for sites where intermediate hard layer is represented by chalk- marl. Analytical function for Givat Hashlosha well calculated in assumption that the reflector is the Judea Gr. and its depth of bedding according to the structural map (Fleischer and Gafsou, 40

2003) is 66 meters, is shown by the blue line. In spite of a pretty good agreement in the fundamental frequency of the model and H/V ratio, the shape and amplitude are different. In order to construct adequate 1-D model we assume the reflector to be dolomite and limestone found at a depth of 112 m (the black line). In Neve Yaraq well the dolomite lays at a depth of 128 m vs. 86m by the structural map. In both cases Vs for the Yafo clay must be increased up to 850-880 m/sec in order to provide the reasonable fit between experimental and analytical estimations. It may be explained by local changes in the lithological compositions at expense of rudaceous material, carbonate components and compaction of clay in the vicinity of sourceland. Moreover, in the well descriptions from this area given by Rabinovitch (1958) the Yafo clay layer is defined as marl and even marly chalk. Initial parameters and optimal soil column models for Givat Hashlosha and Neve Yaraq wells are given in Table 8.

10 10 8 8 6 493 6 460

4 4

2 2

1 1 0.8 0.8 0.6 0.6

0.4 0.4

0.2 0.3 0.5 1 2 3 5 10 0.2 0.3 0.5 1 2 3 5 10

Figure 25. Comparison between H/V spectral ratio obtained at Givat Hashlosha and Neve Yaraq wells (red lines); trial analytical transfer functions corresponding to the 1D model from Givat Hashlosha well data (blue line) and optimal transfer function (black line) 41

Table 8. Geotechnical data and soil column models for Neve Yaraq and Givat Hashlosha wells

Well data Vs range Soil column model Well Lithology Thickness, m m/sec Thickness, m Vs, m/sec Loam, clay, 0-18 200-400 22 260 sandstone 53 Clay (Yafo) 18-66 600-700 50 850 (Neve Yaraq) Chalk-marl 66-127 900-950 55 950 Dolomite and 127 and below 1900 - 1900 limestone Clay brown 0-12 200-400 12 220 Conglomerate, 12-32 300-400 20 350 loam 52 (Givat Clay (Yafo) 32-70 600-700 50 880 Hashlosha) Chalk-marl 70-111 900-950 30 950 Dolomite and 111 and below 1900 - 1900 limestone

Results of analysis of ambient noise measurements at borehole and refraction survey locations are shown in Table 9, where Vs ranges for main lithological units are summarized.

Table 9. S-wave velocity structure for the study area

Material Vs m/sec

Soil, loess, sand 160-250

Sand, sandy loam, sandstone (Quaternary) 250-400

Gravel, conglomerate (Quaternary) 500-600

Calcareous sandstone (Kurkar Gr.), clay (Yafo Fm.) 600-700

Marl (Yafo Fm.) 800-900 Marl, chalk (Eocene-Senonian) 850-1000 Chalky limestone (Judea Gr.) 1000-1200 Dolomite and limestone (Judea Gr.) 1900

After S-wave velocity structure is determined at boreholes we can suggest interpretation in terms of the subsurface model to H/V spectral ratio shapes categorized over the study area. Since the next step in the site response investigation is constructing 1-D models at sites with no 42 borehole data, we suppose that such a scheme may be useful to constrain the possible geological models. Thus, three main forms of spectral ratio classified over the study area may be correlated with subsurface structure as follows:  Quaternary soil, sand and sandy loam with gravel and conglomerate or without them overlying the Judea Gr. produces a single peak in the frequency range of 3-8 Hz with amplitude of 5-8.  Impedance contrast between the Quaternary sediments and Eocene-Senonian-Turonian high velocity deposits over the Judea Gr. causes the additional resonance peak inseparable from the fundamental one. Frequency range is 0.7-3 Hz and amplitude is about 4-5.  To the west of the reverse fault the Quaternary deposits overlying calcareous sandstone of the Kurkar Gr. and Yafo clay with thickness 200-500 m over the Judea Gr. produce two separate peaks with amplitudes of 2.5-3.5 in the frequency range 0.3-0.8 Hz.

5.5. Reconstruction of subsurface structure

The good fit between the H/V spectral ratios and the analytical response functions computed for the local site conditions justify using observed resonance frequencies and their corresponding amplitudes across the investigated area to construct subsurface models for site response computation. The constructed subsurface models are thus based on available geological and geophysical data and these are constrained by the empirical H/V information. The dense grid of measurement sites put further constraints on the Vs values used in the models and helps to maintain consistency across the investigated area. Vs velocities are constrained by seismic refraction surveys, thus H/V spectral ratio information contributes mainly in estimating layer thicknesses where well data or other data are not available. When considering both the first and second resonance frequencies, the layer thickness may be estimated quite accurately, using the second resonance peak as additional constrain in selecting a plausible value.

5.5.1. Profile AA

Profile AA cross the study area from the west to the east along the Yarkon erosion channel. H/V spectral ratios for representative sites along the profile are shown in Fig. 26. Cross 43 section constructed on the base of ambient noise analysis is presented in Fig. 27. In the same figure the Top Judea Gr. according to the structural map (Fleischer and Gafsou, 2000) is indicated. Thickness of the covering alluvium layer along the profile varies from 60-70 m in the west down to ten meters in the east. The western part of profile AA is represented mainly by the thick (up to 600 meters) Yafo clay layer. We note that this layer defines shape of the analytical function. Chalky limestone (Vs=1200 m/sec) of about 150-180 m thick underlies the Yafo Fm. This layer is found in Pt-11 well and also Pt-2, Pt-16 that are located to the south in similar geological conditions. Introducing of this layer into analytical calculation considerably improves the fit between theoretical and experimental functions. The fundamental reflector of the whole model is dolomites of the Judea Gr. and its rising to the east leads to gradual increase of the fundamental frequency. From the beginning of the profile and up to point 292 we observe spectral ratio functions of the similar shape. However, the analytical function for points 244-292 show better fit with H/V ratios without chalky limestone. We suggest that this layer is probably eroded at the Petah Tikva anticlinal monoblock, which is traced throughout the study area from the northeast to the southwest. We obtain a vertical shift between points 244 and 245 owing to change in the fundamental frequency from 0.4 Hz up to 0.55 Hz. From point 292 to point 375 shape of the H/V ratios changes. We connect this with increase of velocity of the Yafo Fm. from the 650 m/sec up to 850 m/sec mentioned above in Yarkon erosion channel (Fig. 25 and Table 8), while depth to reflector changes insignificantly. It is supported by P-T 19 well data. Points 290 and 352 are also divided by fault, which is, most likely, a continuation of SW-NE fault in the northern part mapped by the geological data. The geological section of the eastern part of the profile in addition to the alluvium, clay-marl of Yafo Fm. includes marl-chalk layer (Neve Yaraq-1 well). An important result obtained from analysis measurement results in this profile is that in the in the western part of the study area chalky limestone of Judea Gr. is the intermediate layer. This assumption explains significant divergence in our estimation of the reflector depth and the structural map of the Judea Gr. 44

5 222 5 212 5 244

3 3 3

2 2 2

1 1 1

0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10

5 245 5 5 375 292 3 3 3 2 2 2

1 1 1

0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10

5 5 290 352 5 386

3 3 3

2 2 2

1 1 1

0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 Figure 26. H/V spectral ratios (solid line) and analytical transfer functions (dashed line) for points located along profile AA.

5.5.2. Profile BB

Profile BB of 10 km long, located south of profile AA, begins at the Coastal Plain and ends at outcrop of the Judea Gr. crossing all main structural blocks in the study area. The analytical transfer functions for representative points of profile BB are shown in Fig. 28 superimposed on the spectral ratios obtained at these points. Schematic cross section along profile BB is presented in Fig. 29. The west part of the profile BB is represented by point 283, located at the Coastal Plain. The Judea Gr. here is dipping to depths of more than 800 m and calcareous sandstone of the Kurkar Gr. together with conglomerates of the Petah Tikva Member has thickness of about 40 m according to Pt-15 well. This united layer is the reflector and H/V spectral ratios in this part of the profile yield peak at frequency 1.6-1.8 Hz with amplitude of less than 3. Thickness of Yafo clay cannot be estimated by modeling and is shown in the cross section by the dashed line based on borehole data and geological consideration. 45

Yarkon erosion channel C-C P-T 19 NV.Yerek-1 222 225 ESE NW 226 212 264 257 235 242 441 244 245 291 292 375 404 183289 489 290 352 350 460 386 0 0

-200 -200

marl, clay, -400 Vs=800-850m/sec -400 marl & chalk, alluvium, Vs=900-950v/sec Vs=200-300m/sec -600 Top Judea Gr. -600 alluvium, limestone chalky, according to the Vs=350-450m/sec Vs=1000-1200m/sec structural map fault detected by clay & calcareous sandstone, limestone & dolomite, -800 -800 measurements Vs=600-750m/sec Vs=1900m/sec

0 1000 2000 3000 4000 5000 6000 7000 Distance,m

Figure 27. Geological cross section along AA profile constructed on the base of ambient noise data analysis 46

Point 158 shows two resonance peaks at frequencies 0.4 Hz and 1.5-1.7 Hz. Such H/V ratio shape and sharp decrease of the first frequency suggest an idea that fundamental reflector changes to dolomite-limestone of the Judea Gr. As was already mentioned above, depth of the top Judea Gr. detected in Pt-15, Pt-1, Pt-2, Pt-26 and other wells located at the Petah Tikva anticlinal monoblock and subsequently depth according to the structural map do not coincide with reflector depth estimated by measurements and do coincide with top of the intermediate chalky limestone. H/V ratio for point 197 exhibits the shape similar to point 158. H/V ratio for point 195 shows two almost merged peaks. We detect a change of subsurface model due to sharp decrease of the clay thickness and suppose a fault between points 197 and 195. This fault is indicated in the frequency map and in cross section AA. Between point 486 and 113 another fault is fixed owing to decrease of the fundamental frequency from 0.75 Hz to 0.6 Hz. This is the reverse fault identified in the structural map. Fleischer (1993) noted that the major reverse fault at the Lower Jurassic and Triassic levels was normal with direction opposite to that shown on the structural map. This interpretation explains the absence of the chalky limestone (Judea Gr.) east of the reverse fault, because this layer being on the uplifted flank up to Late Cretaceous when occurred inversion of the vertical movements, was possibly eroded. Presence of marl-chalk lithological unit in the cross section is supported by Pt-11, Machane Yehuda and Pt-12 wells data. Moreover, PT-12 (point 155 in Fig. 28) differentiates upper and lower parts of the marl- chalk layer by lithology (see Table 6). Therefore marl, chalky limestone layer with higher Vs was introduced into this part of the cross section improving fit between analytical functions and spectral ratios. The fundamental frequency increases from 0.6 Hz up to 1.3 Hz reflecting the rise of the top Judea Gr., which in this part of the area is very close to that in the structural map. Point 50 differs from previous points by its hazy first peak at 1.4 Hz and remote second one at 7 Hz. The presence in soil column model the gravel found in Einat-2 well (point 215) with Vs=600 m/sec (refraction line RL-2) explains both location of the second peak and unclear shape of the first one. Between points 315 and 50 we suggest fault, which is also mapped in profile AA (Fig. 27). The area including points 50-401 is probably an erosion channel. The eastern edge of the erosion channel limits the area of marl-chalk distribution. The last example is point 15 showing high-amplitude peak and high frequency. This point is located close to the Judea outcrop and its soil column consists of alluvium and gravel of 15 meters thick over the Judea Gr.

47

5 283 5 158 5 197 5 195

3 3 3 3

2 2 2 2

1 1 1 1

0.5 0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10

5 486 5 113 5 155 5 315

3 3 3 3

2 2 2 2

1 1 1 1

0.5 0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10

5 50 5 215 5 15

3 3 3

2 2 2

1 1 1

0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10

Figure 28. The analytical transfer functions superimposed on H/V spectral ratios for point along profile BB

48

PrC-C Machane Pt-1 Pt-26 Einat-2 R.Hayin-1 Pt-15 Pt-11 Pt-12 IR

Yehuda 1

-

3

4

1 2

5

8

4

3 6

8 E

5 4

7 8

5 9 3 2 5 7 1

6 5 2 3 2 6

2 4 5 7

3

2

5

2 2

W 2

5

2

1

5 2

9

9

5 1

7 7

5 5 1 9 5 5 1 0 0

7 1 1 2 2 1 8

1 5 1 6 0

1

1

9

9

1 1

8

4

1

1

2

1 1

8 3 1 2

4

1 2

1 1

4 6 5 3 4 4 2 3 4

9 1 1 4 4 1 4

4 3 1 5

1

6

1

5

3 8 8

1

2

1

3 2 2 0 0

-100 -100

-200 Top Judea Gr. -200 according to the structural map -300 alluvium, -300 Vs=170-200m/sec clay, alluvium, Vs=600-700m/sec Vs=250-350m/sec marl, chalky limestone, gravel,sand, -400 Vs=1000-1200m/sec -400 conglomerate, Vs=450-600m/sec chalky limestone, marl & chalk, Vs=1000-1200m/sec -500 Vs=850-950m/sec (Judea Gr.) -500 fault detected line of reflector calcareous sandstone, limestone&dolomite, by measurements change Vs=650-750m/sec 1900m/sec (Judea Gr.) -600 -600 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 DISTANCE, m

Figure 29. Simplified sketch of the geological cross section along profile BB. 49

5.5.3. Profile CC Profile CC is oriented southwest-northeast and crosses all the transverse faults detected by measurement results and also mentioned by Fleischer (1993) as "minor", "possibly transverse faults of the Syrian Arc system". The H/V ratios shown in Fig. 30 are selected to illustrate the changes of subsurface model, which we associate with faults. Cross section CC is presented in Fig. 31. Point 374 exhibits H/V spectral ratio with two separate low amplitude resonance peaks. Soil column model for this point consists according to PT-28 well data of the calcareous sandstone layer overlying thick Yafo clay and underlain chalky limestone layer of the Judea Gr. Thickness of the chalky limestone layer was estimated by fitting to the spectral ratio. In the southern part of profile CC we obtain the anticlinal structure, which is also mapped by both Gill (1965) and Fleisher (2000) but in different locations. Our interpretation of the anticline's location is very close to that of Gill. Location of the Kefar Ganim fault, which is fixed between point 166 and point 100 by change in the H/V shape without a significant shift in the fundamental frequency, agrees well with both Gill's and Fleischer's interpretations. The fault between points 102 and 103 is detected by Gvirtzman (1969) (see Fig. 3). The fault, identified between point 336 and point 470 owing to increase of the fundamental frequency from 0.65 Hz up to 0 85 Hz corresponding to decrease in the reflector depth by 150 m, is previously unmapped. We note that this part of profile (from point 142 to point 470) differs from the wedge-shaped block distinguished in the structural map of the Judea Gr. Anticlinal block from point 142 to point 241 bounded by faults has the structure similar to part of profile BB between points 195 and 486 (see Fig. 29) and possibly is its northeastern continuation similar to the Petah Tikva anticline, but shifted by the later tectonic sublatitudinal movements to the west. Points 258 to 260 determine location of the Yarkon fault. The part of the study area situated northeast of the Yarkon channel up to Magdiel well (points 260 and 567 in Fig. 30) yields spectral ratios with by two separate peaks, which are attributed to soil column including thick clay-marl layer of Yafo Fm. We suppose that this area was subjected Eocene and Middle Miocene erosion phases that explains absence of the Turonian chalky limestone (Vs=1000-1200 m/sec) and Eocene marl-chalk- limestone (Vs=850-950 m/sec) in the suggested soil column. We already noted an increase of Yafo clay velocity to the east probably owing to facies change clay to marl. Such marl of Yafo Fm. (Vs=900 m/sec) was identified in Elishma 2 well. Moreover, part of profile AA including 50

PT-19 well (see Fig. 27) has analogous structure in which Yafo marl overlays directly limestone and dolomite of the Judea Gr. For point 164 soil column obtained consists of the alluvium and marl layers over the Judea Gr. The map showing our interpretation of faults locations in comparison with those of Gill (1965), Gvirtzman (1969), and Fleischer (2000), is presented in Fig. 32.

5 5 166 5 473 100

3 3 3

2 2 2

1 1 1

0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 5 5 5 336 470 258 3 3 3 2 2 2

1 1 1

0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 5 5 5 5 241 260 567 164 3 3 3 3 2 2 2 2

1 1 1 1

0.5 0.5 0.5 0.5 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10 0.1 0.2 0.3 0.5 1 2 3 5 10

Figure 30. H/V spectral ratios (solid line) and analytical transfer functions (dashed line) for representative points located along CC profile.

51

Yarkon erosion channel S Kfar Ganim PT28 PT 4 erosion channel B-B A-A PT 3 N

3 Magdiel

7 PT 6

6 PT 9

5 8

4

5

7

7

6

1 7

7 PT-21 0

1 PT-23

6

1

4

2

3

6

0

5

7 4 9

7

3

4 4

6 2 1

0

5

5

8

1

0

9

6

0

1

0

2

1

9 2 5 7

1

5 7 4

6 0 6

100 7 100

4 6 1

6

7 8 4 6 4

6

0

9 6 6

1

9

3

6

9

4

1

2

1

4

4

6 4 3 3

4 2 2

9 3 7 1

9 9 4

9

1 5 2 1 2

5

1

3 2 2

3

4

2

2

4

2

4

2 1 3 3

3 5

1 3 4 4

3 3 2

1

2 2 0 0

-100 -100

-200 -200

-300 -300

-400 -400

-500 -500

-600 -600 0 2000 4000 6000 8000 10000 12000 14000 DISTANCE, m fault detected by conglomerate, marl & clay, alluvium, measurements gravel,sand, Vs=800-900m/sec Vs=150-200m/sec Vs=450-550m/sec alluvium, Calcareous sandstone, chalky limestone (Judea Gr.) Top Judea Gr. according Vs=250-300m/sec conglomerate, Vs=1000-1200m/sec to the structural map Vs=550-700m/sec gravel,sand,clay, clay, limestone & dolomite (Judea Gr.) Top Judea Gr. according Vs=350-450m/sec Vs=600-700m/sec Vs=1900m/sec to Gill

Figure 31. Simplified sketch of the geological cross section along profile CC.

52

674000

672000

670000

668000

666000

664000

662000 186000 188000 190000 192000 194000 196000

faults inferred from microtremor measurement analysis measuring sites Faults according to:

Strucutral map of the Judea Gr. Gill, 1965 Gvirzman, 1969 (Fleischer and Gafsou, 2000)

Figure 32. Map showing the different interpretations of the faults location

6. SEISMIC MICROZONATION IN TERMS OF UNIFORM HAZARD ACCELERATION SPECTRA

In a series of studies we successfully applied the procedure developed by Shapira and van Eck (1993) to assess the site specific uniform hazard acceleration response. This procedure, which we term SEEH (Stochastic Estimation of the Earthquake Hazard), is based on the 53 stochastic method developed and used by Boore (1983), Boore and Atkinson (1987), and Boore and Joyner (1991). In brief, the SEEH process starts by Monte Carlo simulations of the expected seismic activity in seismogenic zones that may affect the study area/site. It follows by using the stochastic method to synthesize ground motions at the investigated site location, assuming hard rock conditions which are then propagating from the base-rock to the sites surface, given the properties and structure of the subsurface at the analysed site. The synthetic free surface motions are used to compute the acceleration response spectra for a 5% damping ratio. In the final stage of SEEH all generated response spectra are used to estimate the spectral acceleration levels which correspond to a prescribed probability of exceedance level and yield the uniform hazard, site specific acceleration response spectrum. The uncertainties associated with assigning values to different parameters in the computations are considered by performing Monte Carlo simulations throughout the SEEH process. Implementation of the SEEH process for assessing the earthquake hazard throughout a region practically requires the same input data except for the parameters that characterize the subsurface. These parameters which determine the expected site response to seismic waves may be changed significantly over short distances. The seismicity and other regional parameters that characterize earthquake hazards in Israel are presented and discussed by e.g. Hofstetter et al. (1996), Shapira and van Eck (1993), Shapira and Hofstetter (1993, 2002), Sellami et al. (2003), Begin (2005) and Begin et al. (2005). Site specific hazard assessment in urban areas requires additional studies focussing on modelling and characterisation the subsurface at different locations within the study area. These in turn are used to determine the expected site effects due to the structural and geotechnical site conditions. The response function of the soil column of the site is calculated by using the program SHAKE. The seismic hazard function, i.e., the uniform hazard site-specific acceleration response spectrum is computed for 10% probability of exceedance in an exposure time of 50 years and a damping ratio of 5%. By comparison of the Uniform Hazard Acceleration Spectra calculated for 206 sites and in consideration of the constructed subsurface models across the investigated area excluding that part where no site effect is revealed, we subjectively divided the area into 9 zones as shown in Fig. 33. The calculated acceleration spectra for each zone are depicted in Fig. 34. For comparison, also plotted are the design spectra required in the same area by the current Israel Building Code 413 (IS-413) and for ground conditions that meet the BSSC (1997) soil 54 classification scheme. The shape of the hazard functions differ significantly from those prescribed by IS-413 code in all zones but in different period ranges. For the zones from 3 to 9 the Israel code underestimates the acceleration in the period range from 0.2 to 0.5 s. It should be noted that fundamental periods of many of the buildings in the study area also have the same diapason. Each zone is characterized by a generalized seismic hazard function representative the sites within that zone. The acceleration spectra for all zones are shown in Fig. 35. The soil column models leading to these generalized functions are given in Table 10.

674000

3 2

672000 4

4 670000 5 7 1

8 668000

6

5 666000

3 9 6 7 664000 4

662000 186000 188000 190000 192000 194000 196000

Figure 33. Microzonation map of the study area with respect to acceleration response spectra calculated by SEEH.

55

Figure 34. Uniform Hazard Site-specific Acceleration Spectra for different sites within selected zones. Spectrum according to the Israel Building Code (PGA of ) indicated by the dashed line is included for reference. 0.8 56

0.7 Zone 1 Zone 2 Zone 3 0.6 Zone 4 Zone 5

] Zone 6 g

[ 0.5 Zone 7

n

o i

t Zone 8

a r

e Zone 9

l e

c 0.4

c

a

l

a

r t

c e

p 0.3 S

0.2

0.1

0 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 period [sec]

Figure 35. Generilized Uniform Hazard Site-specific Acceleration Spectra for all zones in the study area.

Table 10. Soil column models for calculating generalized acceleration response spectra for zones. Zone Thickness, Vs, Density, Damping, Zone Thickness, Vs, Density, Damping, m m/sec g/cm3 % m m/sec g/cm3 % 65 400 1.7 5 45 250 1.6 5 250 600 1.8 3 150 850 1.9 2 1 5 180 1150 2.0 1 - 1900 2.2 - - 1900 2.2 40 400 1.7 4 8 270 1.6 5 185 600 1.9 2 40 580 1.8 2 2 6 150 1100 2.0 1 120 800 1.9 2 - 1900 2.2 - - 1900 2.2 100 400 1.7 4 35 300 1.6 4 55 650 1.9 2 70 950 2.0 1 7 3 95 950 2.0 1 25 1150 2.0 1 120 1150 2.0 1 - 1900 2.2 - - 1900 2.2 12 160 1.6 5 65 250 1.6 5 8 12 480 1.8 3 100 850 1.9 2 - 1900 2.2 - 4 115 950 2.0 1 6 140 1.5 5 9 10 600 1.8 3 - 1900 2.2 - 1900 2.2 - 57

7. DISCUSSION

It is known from many studies that fundamental frequency of a soil layer is related to its thickness and can be used to map it (Ibs-von Seht and Wohlenberg et al., 2000; Delgado et al., 2000; Parolai, et al., 2002; Hinzen and Weber., 2004; D'amico et al., 2004; Zaslavsky et al., 2005). To determine to what point such a relationship is useful for the study area we correlate in Fig. 36 H/V frequency and depth of the top Judea Gr. according to the structural map (Fleischer and Gafsou, 2000). Range of the sediment thickness over the Judea Gr. is from a few meters up to 800 m.

1000 1000

500 500

200 200

100 100

m m

,

50 , 50

s s

s s

e e n

n

k k

c c i

20 i 20 h

h T h=155 * f -1.04 T 10 630 points used 10 Coefficient of correlation 0.8 5 5

2 2 1 1 0.2 0.3 0.5 1 2 3 5 10 0.2 0.3 0.5 1 2 3 5 10 Frequency, Hz Frequency, Hz

Figure 36. (a) - Fundamental frequency vs. thickness of sediments over the top Judea Gr. according to the structural map. The equation describes the best fit with a coefficient of correlation of 0.78; (b) the same dependency fitted separately for three groups characterized by different Vs structure indicated in 5.4.

The presented graph shows a clear correlation between fundamental frequency and sediment thickness with coefficient almost 0.8. Nevertheless, scatter in both parameters is so large that use of this relationship for solving problem of predicting subsurface model is questionable. It is of importance to analyze sources of deviation in the context of the study area. First of all, we should note that initial data on sediment thickness themselves taken from the regional structural map contribute to the great scatter. The second factor influencing deviation is reducing of multi-layer model to the one-layer one and the assumption of a homogeneous Vs 58 structure for the whole study area. It is definitely not our case, and therefore we divide all the points into three groups with typical velocity structure which are introduced above and the correlation between fundamental frequency, H/V ratio shape and subsurface structure was established. Briefly this correlation is descried as follows:  Sites showing the H/V ratios with two separate peaks and fundamental frequency of 0.3- 0.6 Hz are located to the west of the reverse fault and characterized by the Quaternary deposits overlying calcareous sandstone of the Kurkar Gr. and Yafo clay up to 500 m thick over the Judea Gr.  Sites in the central part of the area showing two close H/V ratio peaks with medium fundamental frequency range of 0.7-3 Hz are characterized by the Quaternary sediments; below the marl-chalk or, west of the reverse fault, limestone over the Judea Gr.  Sites showing single peak in the frequency range of 3-8 Hz are characterized by the Quaternary soil, sand and sandy loam with gravel and conglomerate or without them overlying the Judea Gr. and located in the eastern part of the study area. Below we consider for each group separately possible reasons leading to increasing scatter. Thus, for the high-frequency group (red triangles), characterized by the relatively thin soft sediments directly overlying Judea Gr., we suppose the presence of gravel (Vs=450 m/sec) to be crucial, which is distributed irregularly and leads to the discordance between frequency and reflector depth correlation. Divergences in the "blue" group, which comprises points with medium frequencies, result from formerly unmapped erosion channels in the southeastern part and from presence of the chalky limestone layer up to 300 m thick, which being a part of the Judea Gr. is not a fundamental reflector in the area located west of the reverse fault. There limestone-dolomite of the Judea Gr. is the fundamental reflector. To the east of the reverse fault chalky limestone is found in Lod 24 well located close to the southern edge of the study area. It is possible to be an extension of the chalky limestone further to the south. We revealed in the south a synclinal structure opposite to the anticline mapped in the structural map. In the central part of the study area we have a pretty good correlation between the top Judea Gr. and fundamental frequency. The sites that are included within the "green" group, where the Yafo clay of hundreds meters thick governs the site response, show the smallest scatter. That part of the points which is located at the Petah Tikva anticline is merged with the previous group and shows a large scatter. 59 Moreover, anticline in the north and wedge-shaped uplifted block in the west mapped in the structural map, are characterized by the lower frequency values associated with syncline. Cross-plot of the fundamental frequency vs. modeled sediment thickness derived is shown in Fig. 37. The best fit with a power low dependency shows correlation coefficient of 0.9. However, we still observe significant deviations from the relation. There is certain tendency towards underestimating the fitted thickness values for the frequencies exceeding 2.5 Hz and for low frequencies (0.3-0.6 Hz). For frequencies in the range 0.6-2.5 Hz we see an opposite tendency. After dividing all the data into three groups mentioned above and approximating by their own empirical relationship scatter for selected groups reduces to factor 2 that is still too large for prediction goals. A possible explanation is in fact that H/V spectral ratio obtained in the complicated multilayered subsurface structure yield in most cases two resonance peaks with different amplitudes. Attempts to reproduce H/V ratio by analytical transfer function for sites with same fundamental frequency but different others parameters while velocity structure within the group does not change essentially, showed that it may be achieved only by changing reflector depth.

1000 1000

500 500

300

] 300 ]

m

m

[

[

200

s 200

s

s

s e

e

n

n

k

k

c

c

i

i h

100 h 100

t

t

t

t

n

n e

e m

-1.29 m i

50 h=204 * f i 50

d

d e

205 points used e S

S Correlation coefficitent 0.9 30 30

20 20

10 10 0.2 0.3 0.5 1 2 3 5 10 0.2 0.3 0.5 1 2 3 5 10 Fundamental frequency [Hz] Fundamental frequency [Hz] Figure 37. Fundamental frequency vs. modeled sediment thickness above reflector for all calculated model (a) and for selected groups (b). 60 Hence, from the analysis of the relationship between fundamental frequency and sediment thickness in the study area it is clearly seen that this approach is not valid for accurate thickness determination. A solution is in calculating of reasonable amount of analytical models consistent with measured H/V function. A practical application of our approach is the schematic map showing the sediment thickness over the fundamental reflector is presented in Fig. 38.

-25 -50 674000 -100 -150 -200 -250 -300 672000 -350 -400 -450 0 -500 -600 -700 670000 -800 -900

668000

666000

664000

662000 186000 188000 190000 192000 194000 196000

Figure 38. Reflector depth inferred from microtremor measurement analysis. 61 8. CONCLUSIONS

This report presents a continuing study of the overall project on microzoning of Israel including the towns of Petah Tikva, Hod-Hasharon and Rosh HaAyin and surrounding settlements. The experiment discussed in the present study has the following goals: - in situ site effect estimation in towns of Petah Tikva, Hod-Hasharon and Rosh HaAyin and surrounding settlements using the microtremor measurements of ground motions; - improving theoretical site response determinations by comparing the empirical and the analytical assessments, selecting parameters of soil column models for satisfactorily predicting the transfer function by multi-layer 1-D models when linear behavior of the soil is assumed; - evaluating site-dependent seismic hazard in terms of ground motion parameters used for engineering applications.

The conclusions may be summarized as follows:

 Large part of the measurement sites H/V spectral ratios yield two peaks associated with two impedance contrasts.  Maps produced on the basis of 580 measurements show great variability in both fundamental frequency (0.2-13 Hz) and its associated amplitude (2-9). The fundamental frequency correlates gradually decreases to the west in agreement with the Top Judea Gr. Sharp shift of the fundamental frequency from 0.25 Hz down to 1.3 Hz close to the coastline indicates change of the fundamental reflector to calcareous sandstone of the Kurkar group. The frequency map reflects the complicated block structure and tectonic disturbances of the Judea Gr.;  S-wave velocities for lithological units represented in the study area were derived at borehole sites using refraction survey data and verified throughout the study area. While applying the S-velocity structure to microtremor observations, we assumed deviations in the velocity values in order to reach the best fit between analytical models and H/V ratios. Such deviations as a rule were justified by the wells lithological description and geological data; 62  S-velocity for marl-chalk lithological unit is proved to be generally higher than that obtained in the previous investigations at Hashefela;  The fundamental reflector which is normally correlated with the Judea Gr. shows in the western part of the area difference up to 300 m between depth according to the structural map and our estimation. This may be explained by chalky limestone layer, which being a part of the Judea Gr. is not the fundamental reflector but intermediate hard layer in the subsurface model. This interpretation is confirmed in some wells located west of the reverse fault. We noted that this layer is also found in Lod-24 well located close to the southern edge of the study area and H/V spectral ratios with similar shape were obtained in the southwestern part. However, in the present study we could not delineate its distribution further to the south.  Analysis of spatial distribution of the fundamental frequency and constructing a number of the cross sections enabled more accurate tracing the known faults like the major reverse fault dividing the study area into the northwestern and southeastern parts, Yarkon and Kfar Ganim faults etc., and also identifying several new east-west directed faults and estimating the vertical displacement;.  Relationship between fundamental frequency and depth of reflector (basement) does not deliver an accurate estimate of the local sediment thickness and cannot be used for hard- rock basement mapping.  Ambient noise studies with horizontal-to-vertical spectral ratio can yield information relevant to the field of earthquake hazard assessment and microzonation. This is especially true given the lack of alternative economical and time-saving methods available for characterizing site response in regions with low levels of seismicity.  The characteristic acceleration response spectrum for different geological structure computed using SEEH procedure on the basis of the subsurface models show accelerations exceeding in the broad period range the design spectra required in the same area by the current Israel Building Code 413 (IS-413) and for ground conditions that meet the BSSC (1997) soil classification scheme. 63

ACKNOWLEDGEMENT

This study was financed by the Ministry for Absorption and the Earth Sciences Research Administration of the Ministry for National Infrastructures. Special thanks to Lorian Fleischer of the Geophysical Institute of Israel for the fruitful discussion and constructive comments. Thank are also due to Y. Menahem for his assistance in preparing this report. 64

REFERENCES

Atakan, K., Duval, A-M., Theodulidis, N., Guillier, B., Chatelan, J-L., Bard, P-Y., and the SESAME-Team, 2004. The H/V spectral ratio technique: experimental conditions, data processing and empirical reliability assessment, in Proc. of 13th World Conference of Earthquake Engineering, Vancouver, B.C., Canada, Paper No. 2268. Bard, P.-Y. and 76 SESAME participants, 2004. The SESAME project: An overview and main results, in Proc. of 13th World Conference of Earthquake Engineering, Vancouver, B.C., Canada, Paper No. 2207. Begin, Z. B., 2005: Destructive earthquakes in the Jordan Valley and the Dead Sea – their recurrence intervals and the probability of their occurrence. Scientific Report GSI 12/05, The Geological Survey of Israel (Hebrew with summary in English), 32pp. Begin, Z. B., Steinberg, D.M., Ichinose, G.A. and Marco, S., 2005: A 40,000 year unchanging seismic regime in the Dead Sea rift. Geology, 33, 257-260. Bendat, J., 1958. Principles and applications of random noise theory, Wiley, New York, 1958, pp 460. Bonilla, L. F., Steidl, J. H., Lindley, G.T., Tumarkin, A. G., and Archuleta, R. J., 1997. Site amplification in the San Fernando Valley, California: Variability of site effect estimation using S-wave, Coda, and H/V method, Seism. Soc. Am., 87:710-730. Boore, D. M. and Atkinson G.M.; 1987: Stochastic prediction of ground motion and spectral response parameters at hard-rock sites in eastern North America: Bull. Seism. Soc. Am., 86, 440-467. Boore, D. M., 1983. Stochastic simulation of high-frequency ground motions. Bull. Seism. Soc. Am., 73, 1865-1894. Boore, D. M. and Joyner, W.B., 1991. Estimation of ground motion at deep-soil sites in the eastern North America. Bull. Seism. Soc., 81, 2167-2185. Boore, D.M., 2000. SMSIM - Fortran programs for simulating ground motions from earthquakes: version 2.0 – a revision of OFR 96-8—A, U.S. Geological Survey Open- File Report OF 00-59, 55 pp. Borcherdt, R. D., 1970. Effects of local geology on ground motion near San Francisco bay, Seism. Soc. Am., 60: 29-61. Borcherdt, R., Glassmoyer, G., Andrews, M. and Cranswick, E., 1989. Effect of site conditions on ground motion and damage, Earthquake spectra, Special supplement: 23-42. California, Bull. Seism. Soc. Am., 86: 55-65. BSSC, Building Seismic Safety Council; 1997: The 1997 NEHRP recommended provisions for seismic regulations for new building sand other structures, Part 1 (Fema 301), Washington, D.C., 337pp. Carver, D and Hartzell, S. H., 1996. Earthquake site response in Santa Cruz, California, Bull. Seism. Soc. Am., 86: 55-65. Chávez-García, F. J., and Cuenca, J., 1998. Site effects and microzonation in Acapulco, Earthquake Spectra, 14(1): 75-93. Darragh, R. B. and Shakal, A. F., 1991. The site response of two rock and soil station pairs to strong and weak motion, Bull. Seism. Soc. Am., 81: 1885-1889. Delgado, J., López Casado, C., Giner, J., Estévez, A., Cuenca, A., and Molina, S., 2000. Microtremors as a exploration tool: application and limitations, Pure and Applied Geophysics' 157, 1445-1462. 65 Enomoto, T., Kuriyama, T., Abeki, N., Iwatate, T., Navarro, M., and Nagumo, M., 2000. Study on microtremor characteristics based on simultaneous measurements between basement and surface using borehole, Proc. of 12th World Conference on Earthquake Engineering, Auckland, New Zealand, 2000, No 1522, pp 8. Ezersky, M., 2006. Seismic refraction survey at the Dimona, Arad and Petah-Tikva areas for site response assessment. GII Report No. 266/120/06. Field, E. H., and 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. Field, E. H., Hough, S. E., and Jacob, K. H., 1990. Using microtremors to assess potential earthquake site response: a case study in flushing meadows, New York City, Bull. Seism. Soc. Am., 80: 1456-1480. 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., Johnson, P. A., Beresnev, I. A., and Zeng, Y., 1997. Nonlinear ground motion amplification by sediments during the 1994 Northridge earthquake, Nature, 599-602. Fleischer, L. and Gafsou, R., 2000. Top Judea Group- digital structural map of Israel. Phase 3, Part 2, GII Report No. 873/55/99. Fleischer, L., Gelberman, E. and Wolff, O., 1993. A geological-geophysical reassessment of the Judea Group, IPRG Report No. 244/147/92. Flexer, A.,1968. Stratigraphy and facies development of Mt.Scopus Group (Senonian-Paleogene) in Israel and adjacent countries, Isr. J. Earth Sci., 17:85-114. Frankel, A. D., Carver, D. L, and Williams, R. A., 2002. Nonlinear and linear site response and basin effects in Seattle for the M 6.8 Nisqually, Washington, earthquake, Bull. Seism. Soc. Am., 92, 2090-2109. Gaull, B. A., Kagami, H., and Taniguchi H., 1995. The microzonation of Perth, Western Australia, using microtremor spectral ratio, Earthquake Spectra, 11: 173-191. Gill, D., 1965. The subsurface geology of the Petah Tikva area. /In Hebrew/. M.Sc.Thesis, Heb. Univ. Jerusalem, 32p., Maps, PTS. Gutierrez, C. and Singh, S. K., 1992. A site effect study in Acapulco, Guerrero, Mexico: Comparison of results from strong-motion and microtremor data, Bull. Seism. Soc. Am., 82, 642-659. Gvirtzman, G., 1969. Subsurface data on the Saqiye Group in the Coastal Plain and Hashelphela regions, Israel, Geological Survey of Israel, OD/1/69. Gvirtzman, G., 1970. The Saqiye Group (Late Eocene to Early Pleistocene) in the Coastal Plain and Hashephela regions, Israel, Ph D. Thesis, Hebrew University Jerusalem. Gvirtzman, G., Shachnai, E., Bakler, N. and Ilani, S., 1984. Stratigraphy of the Kurkar group (Quaternary) of the Coastal Plain of Israel, GSI Current Research, 1983-1984, 70-82. Hamdache, M., Peláez, J.A., and Yelles-Chauche, A. K., 2004. The Algiers, Algeria earthquake (MW 6.8) of 21 May 2003: preliminary report, Seismology research Letters, Vol. 75, No. 3 360-367. Hartzell, S. H., Leeds, A., Frankel, A. and Michael, J., 1996. Site response for urban Los Angeles using aftershocks of the Northridge earthquake, Bull. Seism. Soc., Am. 86: S168-192. Hartzell, S., 1998. Variability in nonlinear sediment response during the 1994Northridge, California, Earthquake, Bull. Seism. Soc. Am., 88; 1426-1437. 66 Hartzell, S., Bonilla, L. F., and Williams R. A., 2004. Prediction of nonlinear soil effects, Bull. Seism. Soc. Am., 94, No 9, 1609-1629. Hinzen, K-G. and Weber, B., 2004. Of the resolution of H/V measurements to determine sediment thickness, a case study axross a normal fault in the lower Rhine embayment, Germany, Journal of Earthquake Engineering, 8 (6), 909-926. Hofstetter, A., Shapira, A. and van Eck, T., 1996: Seismic activity along fault branches of the Dead Sea-Jordan transform system: The Carmel-Tirtza fault system. Tectonophysics, 267, 317-330. Horike, M., Zhao, B., and Kawase, H., 2001. Comparison of site response characteristics inferred from microtremors and earthquake shear wave, Bull. Seism. Soc. Am., 91; 1526-1536. Hough, S. E., Friberg, P.A., Busby, R., Field, E. F., Jacob K.H & Borcherdt R.D., 1990. Sediment-induced amplification and the collapse of the Nimitz Freeway, Nature, 344: 853-855. Ibs-von Seht, M., and Wohlenberg J., 1999. Microtremor measurements used to map thickness of soft sediments, Bull. Seism. Soc. Am., 89: 250-259. Iwata, T., Hatayama, K., Kawase H., Irikura K., 1996. Site amplification of ground motions during aftershocks of the 1995 Hyogo-ken Nanbu Earthquake in several damaged zone – array observation of ground motions at Higashinada ward, Kobe city, Japan. Journal of Physics of the Earth, 44(5):553-61. Jarpe, S. P., Cramer, C. H., Tucker, B. E. and Shakal, A. F., 1988. A comparison of observations of ground response to weak and strong motion at Coalinga, California, Bull, Seism. Soc. Am., 78: 421-435. Jarpe, S. P., Hutchings, L. J., Hauk, T. F. and Shakal, A. F., 1989. Selected strong- and weak- motion data from the Loma Prieta earthquake sequence Seism. Research Letters, 60(4): 167-176. Joyner, W. B. and Chen, A. T. F., 1975. Calculation of nonlinear ground response in earthquakes, Bull. Seism. Soc. Am., 65: 1315-1356. Joyner, W. B., 1977. A Fortran program for calculating nonlinear seismic response, U. S. Geological Survey, Open File Report 77-671. Kagami, H., Duke C.M., Liang, G.C., and Ohta, Y., 1982. Observation of 1- to 5-second microtremors and their application to earthquake engineering. Part II. Evaluation of site effect upon seismic wave amplification deep soil deposits, Bull. Seism. Soc. Am., 72: 987-998. Kagami, H., Okada, S., Shiono, K., Oner, M., Dravinski, M., and Mal, A. K., 1986. Observation of 1- to 5-second microtremors and their application to earthquake engineering. Part III. A two dimensional study of site effects in the San Fernando Valley, Bull. Seism. Soc. Am. 76: 1801-1812. Konno, K., Ohmachi, T., 1998. Ground-motion characteristics estimated from spectral ratio between horizontal and vertical components of microtremors, Bull. Seism. Soc. Am., 88: 228-241. Kudo, K., Practical estimates of site response. State-of-art Report, 1995, Proceedings of 5th International Conference on Seismic Zonation, Nice, France, October 17-19, 1878-1907. Lachet, C., and Bard P.Y., 1994. Numerical and theoretical investigations on the possibilities and limitations of the Nakamura’s technique, J. Phys. Earth, 42: 377-397. 67 Lachet, C., Hatzfeld, D., Bard, P-Y., Theodulidis, N., Papaioannou, Ch., and Savvaidis, A., 1996. Site effects and microzonation in the City of Thessaloniki (Greece). Comparison of different approaches. Bull. Seismol. Soc. Am., 86 (6):1692-1703. Langston, C., 1979. Structure under Mount Rainier, Washington, inferred from teleseismic body waves, J. Geophys. Res., 84: 4749-4762. Lebrun, B., Duvall, A-M., Bard, P-Y., Monge, O., Bour, M., Vidal, S., and Fabriol H., 2004. Seismic microzonation: a comparison between geotechnical and seismological approaches in Pointe-á-Pitre (French West Indies), Bull. of Earth. Eng. 2: 27-50, 2004. Lermo, J. and Chávez-García, F. J., 1994. Are microtremors useful in site response evaluation?, Bull. Seism. Soc. Am., 84: 1350-1364. Lermo, J., Rodriguez, and Singh, S.K., 1988. The Mexico earthquake of September 19, 1985: natural period of sites in the valley of Mexico from microtremor measurements and from strong motion data, Earthquake Spectra 4, 805-814. Liu, H. -P., Warrick, R. E., Westerlund, R. E., Sembera, E. D., and Wennerberg, L., 1992. Observation of local site effects at a downhole-and-surface station in the marina district of San Francisco, Bull. Seism. Soc. Am., 82: 1563-1591. 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. McGarr, A., Celebi, M., Sembera, E., Noce, T. and Mueller, C., 1991. Ground motion at the San Francisco international airport from the Loma Prieta earthquake, sequence, Bull. Seism. Soc. Am., 81: 1923-1944. Moya, A., Schmidt, V., Segura, C., Boschini, I., Atakan, K., 2000. Empirical evaluation of site effects in the metropolitan area of San Jose, Costa Rica, Soil Dynamics and Earthquake Engineering, V. 20/1-4, p.187-207. Mucciarelli M., 1998. Reliability and applicability of Nakamura’s technique using microtremors: an experimental approach, Journal of Earthquake Engineering, 4: 625-638. Mucciarelli M., and Gallipoli, M. R., 2004. The HVSR technique from microtremor to strong motion: empirical and statistical considerations, in Proc. of 13th World Conference of Earthquake Engineering, Vancouver, B.C., Canada, Paper No. 45 Mucciarelli M., 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. Journal of Earthquake Engineering, 2 (2): 325-337. Nakamura, Y., 1989. A method for dynamic characteristics estimation of subsurface using microtremor on the ground surface. Quarterly Report of Railway Technical Research 30(1): 25-33. Nakamura, Y., 2000. Clear identification of fundamental idea of Nakamura’s technique and its applications. Proc. of 12th World Conference on Earthquake Engineering, Auckland, New Zeeland, 2000, No.0084, pp 8. National Earthquake Hazard Reduction Program (NEHRP) (1994). Recommended provisions for seismic regulations for new buildings, Federal Emergency Management Agency Report FEMA 368 and 369, Washington, D.C., 290 pp Ojeda, A., and Escallon, J., 2000. Comparison between different techniques for evaluation of predominant periods using strong ground motion records and microtremors in Pereira Colombia, Soil Dynamics and Earthquake Engineering, 2000, 20 (147-143. 68 Oppenheim, M.J., The geology of the south eastern Galilee lava fields, Bull. Res. Counc. Israel, 11G, (2). Ozel, O., Cranswick, E., Meremonte, M., Erdik, M., and Safak, E., 2002, Site effects in Avcilar, west of Istanbul, Turkey, from strong-and weak-motion, Bull. Seism. Soc. Am., (Special Issue) 92(1): 499-508. Parolai, S., Bormann, P. and Milkereit, C., 2002. New relationship between VS, thickness of sediments, and resonance frequency calculated by the H/V ratio of seismic noise for the Cologne area (Germany), Bull. Seism. Soc. Am., 92 (6), 2521-2527. Pavlenko, O., and Irikura, K., 2002. Nonlinearity in the response of soils in the 1995 Kobe earthquake in vertical components of records, Soil Dynamics and Earthquake Engineering 22, 967-975 Perelman, N. and Zaslavsky, Y. (2001), Analysis of Seismic Signals in the Spectral Domain (SEISPECT), Manual of the Computer Program. GII report No 569/345/01. Picard, L.,1943. Tektonishe Entwicklungsphasen im Noerdlichen Palaestina Dtsch. Geol. ges., Z., vol. 83, no. 3,pp. 164-184. Politi, M., 1983. Seismic interpretation Central Emeq Yisrael.Oil Expl. LTD., Report N. 83/39. Reinoso, E., and Ordaz, M., 1999. Spectral amplification for Mexico City from free-field recordings, Earthquake Spectra, Vol. 15 No. 2, p. 273-295. Rovelli, A., Singh S. K., Malagnini, L., Amato, A., and Cocco, M., 1991. Feasibility of the use microtremors in estimating site response during earthquakes: some test in Italy, Earthquake Spectra, 7: 551-561. Satoh, T., Kawase, H., Matsushima, S., 2001. Difference between site characteristics obtained from microtremors, S-wave, P-waves, and codas, Bull. Seism. Soc. Am., 91: 313-334. Satoh, T., Sato, T., and Kawase H., 1995. Nonlinear behavior of soil sediments identified by using borehole records observed at the Ashigara valley, Japan, Bull. Seism. Soc. Am., 85: 1821-1834. 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. Schulman, N., 1962. The geology of central Jordan Valley. Ph.D. thesis, Hebrew Univ., 103 p. (in Hebrew). Schulman, N., Rosenthal, E., 1968. Neogene and Quaternary of the Marma Feiyad area, south of Bet Shean. Isr.J. Earth Sci. 17: 54-62. Seekins, L. C., Wennerberg, L., Margheriti, L. and Liu, Hsi-Ping, 1996. Site amplification at fife locations in San Francisco, California: a comparison of S waves, codas and microtremors, Bull. Seism. Soc. Am., 86: 627-635. Sellami, S., Shapira, A., Slejko, D., van Eck, T.and El Sayed, A., 2003: Unified seismic hazard modeling throughout the Mediterranean region, Boll. Geof. Teor. App., 42:3-18. Shaliv, G., Mimran, Y., Hatzor, Y. 1991. The sedimentary and structure history of Bet Shean area and regionalimplications. Isr,J.Earth Sci.40: 161-179. Shapira A. and Hofstetter, A., 2002. Seismic parameters of seismogenic zones. Appendix C in: Shapira A., 2002. An Updated map of peak ground accelerations for Israel Standard 413. Geophy. Inst. Israel Rept. 592/230/02 (in Hebrew, with appendices in English), 74p. Shapira, A. and Avirav, V., 1995. PS-SDA Operation Manual, Technical Report IPRG Z1/567/79, The Institute for Petroleum Research and Geophysics, 24pp. Shapira, A. and van Eck, T.; 1993: Synthetic uniform hazard site specific response spectrum. Natural Hazard, 8, 201-215. 69 Shapira, A. and Hofstetter A., 1993: Source parameters and scaling relationships of earthquakes in Israel, Tectonophysics, 217, 217-226 Singh, S. K., Lermo, J., Dominguez, T., Ordaz, M., Espinosa, J. M., Mena, E. and Quaas, R., 1988. A study of amplification of seismic waves in the Valley of Mexico with respect to a hill zone site, Earthquake spectra 4: 653-673. Sneh A et al. 1998, Geological map of Israel, 1:200 000, Sheet3. Sneh A. and Rosensaft M., 1993 Geological map of Kefar Sava, 1:50 000 (Sheet 8-1) Sneh, A., Bartov Y. and Rosensaft, M., 1998.Geological Map of Israel 1: 200,000, Geological Survey of Israel. Sheet 1. Steidl, J. H., Tumarkin, A.G. and Archuleta R. J., 1996. What is reference site? Bull. Seism. Soc. Am., 86: 1733-1748. Storn R. and Price, K., 1995. Differential evolution: A simple and efficient adaptive scheme for global optimization over continuous spaces. Technical Report TR-95-012, International Computer Science Institute, Berkeley. Su, F., Anderson, J. G., and Zeng, Y., 1998. Study of week and strong ground motion including nonlinearity from the Northridge, California, Earthquake Sequence, Bull. Seism. Soc. Am., 88, 1411-1425. Teves-Costa, P., and Senos M.L., 2000. Estimating site effects using microtremor measurements and analytical modeling – application to the Lower Tagus valley, Portugal, Proc. of 12th World Conference on Earthquake Engineering, Auckland, New Zeeland, 2000, No 1250, pp 8. Teves-Costa, P., Matias, L., and Bard, P.-Y., 1996. Seismic behavior estimation of thin alluvium layers using microtremor recordings, Soil Dynamics and Earthquake Engineering 15: 201-209. 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 Arthurs pass earthquake. Bull. Seism. Soc. Am., 87: 356-369. Trifunac, M. D., and Todoravska M. I., 1998. Nonlinear sitr response as a natural passive isolation mechanism – the 1994 Northridge, California, earthquake, Soil Dynamics and Earthquake Engineering 17, 41-51 Y. Zaslavsky, M. Gorstein, T. Aksinenko, M. Kalmanovich, G. Ataev, V. Giller, I. Dan, D. Giller, N. Perelman, I. Livshits, and A. Shvartsburg, 2004, Exploration of sedimentary layers and reconstruction of its subsurface structure for some areas of Israel by ambient vibration measurements Proceeding of XXIX General Assembly of the European Seismological Commission (ESC), Potsdam, Germany, September 12-17. Yamazaki, F., and Ansary, A.A. 1997. Horizontal-to-vertical spectral ratio of earthquake ground motion for site characterization, Earthquake Engineering and Structural Dynamics, Vol. 26, 671-689. Zaslavsky, Y., Shapira, A., and Arzi, A. A., 2002. Earthquake site response on hard rock – empirical study, Proceeding of 5th International Conference on analysis of Discontinuous Deformation, ICADD, 6-10 October 2002, Beer-Sheva, Israel 133-144. Zaslavsky, Y., Shapira, A., Gorstein, M., Kalmanovich, M., Perelman, N., Giller, V., Livshits, L., Shvartsburg, A., Ataeva G., Aksienko, T., Giller, D, Dan I., and Perelman N., 2003b. Local site effect of Hashfela and Hasharon regions based on ambient vibration measurements, GII Progress Report No 569/313/03. Zaslavsky, Y., Fleisher, L., Leonov, J., Peled, U. and Shapira, A., 2001a. Mapping the site effects across Kfar Saba, Israel, First Joint Scientific of the International Association and 70 Aeronomy (IAGA) and International Association of Seismology and Physics of the Earth’s Interior (IASPEI), Hanoi, 19-31 August. Zaslavsky, Y., Gitterman, Y., and Shapira, A., 1995. Site response estimations using week motion measurements, Proceedings of 5th International Conference on Seismic Zonation, Nice, France, October 17-19, 1713-1722. Zaslavsky, Y., Shapira, A. and Leonov, J., 1998. Site effect estimates and seismic hazard assessment for the Haifa port extension project area, GII Final Report 521/54/98(3). Zaslavsky, Y., Shapira, A., and Leonov, J., 2003a. Empirical evaluation of site effects by means of H/V spectral ratios at the locations of strong motion accelerometers in Israel, Journal of Earthquake Engineering, Vol. 7, No. 4, 655-677. Zaslavsky, Y., Shapira, A., Arzi, A.A., 2000b. Amplification effects from earthquakes and ambient noise in Dead Sea Rift (Israel), Soil Dynamics and Earthquake Engineering, V. 20/1-4, 187-207. Zaslavsky, Y., Shapira, A., Gorstein, M., Kalmanovich, M., Giller, V., Perelman, N., Livshits, I., Giller D., and Dan, I., 2005. Site response from ambient vibrations in the towns Lod and Ramle (Israel) and earthquake hazard assessment, Bulletin of earthquake engineering, Volume 3 No. 3, 1-27 Zaslavsky, Y., Shapira, A., J. Leonov and U. Peled, 2000a. Site response and seismic hazard assessment for Nesher Israel Cement Enterprises, Haifa, GII Report No. 548/30/00. Zhao Boming, Horike Masanori and Takeuchi Yoshihiro, 2000. Analytical study on reliability of seismic site-specific characteristics estimated from microtremor measurements, Proc. of 12th World Conference on Earthquake Engineering, Auckland, New Zeeland, 2000, No 1522, pp 8. 71

Appendix A. Table A1.Well data in the study area Top Well Loose Sand& Lime- Marl, Well EW NS NN Clay Judea name sediments sandstone stone chalk depth depth 196400 672200 Ga 1 26 0 44 195694 673994 Gb 2 40 0 0 58 195250 672970 Gc 3 54 6+ 0 60 194390 672550 G1 4 70 12 12 0 13 96? 105 193770 672860 El2 5 67 1 68 0 76 212 342 193470 673600 El 6 38 12+ 50 193810 673210 El1 7 70 0 100? 169? 169 192680 674060 Mg 8 68 4+ 74 192150 673680 M 9 59 40? 76 192080 673320 Mg Snt 10 65? 35? 156? 156? 191730 673810 MgB 11 74 35? 88 191330 673840 Mg10 12 69 20? 103 190930 674230 Mg14 13 97 25? 116 190080 674530 KM38 14 134 19? 160 187730 674870 GH 15 96 60? 126 188450 674260 GHb 16 114 55? 136 188720 674340 R3 17 100 50? 126 189900 674700 KM11 18 86 50? 108 196550 671400 KB 19 16 0 0 16 112+ 195430 671914 Hag2 20 16 0 0 16 52 197290 671680 Hor1 21 0 0 0 88 196100 671170 Hor2 22 13 0 13 200 194600 671500 Hag1 23 60 + 0? 66 70 194020 671050 RH36/7 24 36 + 10+ 44 193775 671507 NY 25 46 + 40 0 10 104-119 177 192550 671950 NY36/6 26 56+ ? 53 191337 671896 Ad 27 68 22? 102 191140 672670 M 28 60 35? 80 190490 672350 Yc 29 64 34+ 98 190180 672770 R 30 104 14? 106 189800 673500 R5 31 80+ 50? 78 185360 674360 Hrz C 32 5 125+ 130 185960 672910 RH36/3a 33 52? 100? 75 187550 673200 RH36/3 34 100? 55+ 75 188050 673400 HH 35 102? 50+ 148 188850 673350 36 83 30+ 116 189040 673850 HR36/4 37 86+ 15+ 86 185450 671960 RH 38 42 100+ 122 186250 670900 RH 39 60 65+ 125 187110 671220 RH 40 82 31+ 111 72

Top Well Loose Sand& Lime- Marl, Well EW NS NN Clay Judea name sediments sandstone stone chalk depth depth 188200 671160 RH35/4 41 55 40 98 192359 670751 PT-19 42 60 15 97 186 207 192060 670030 PT-20 43 53 47? 75+ ? ? 160+ 160 189703 670161 PT-21 44 50 35 66 1 15 167 207 190872 670656 PT-22 45 78 20 60 2 4 164 199 190162 670745 PT-23 46 65 7+ 63 170 172 191480 670460 PT-24 47 73 15 42 0 8 137 219 192530 669700 PT-25 48 51 0 0 107 0 158 170 189100 669860 Y34/5 49 50+ ? 50 191420 669620 KH35/6 50 38 20 + 78 193550 669450 RH35/7 51 20 1 + 49 194340 669620 GS-3 52 11 7 51 68 140 194185 670247 NY1 53 4 14 48 20 0 86 175 195970 669340 KK2 54 6.5 2 6.5 40 194520 669220 KK4 55 0 0 2 227 195360 668640 KK1 56 18.5 0 18.5 100 195790 667830 KK MT 57 3 0 3 60 195630 665770 RH2 58 0 0 0 108 193675 665100 KS3 59 20 0 0 20 55 193760 665740 /10 60 25? 0 0 25 194140 666190 R2 61 6.5 0 0 6.5 138 194710 664920 E5 62 25 11 0 23-26 70 194700 665550 E3 63 16 12 16 62 193490 666003 E7 64 24 22 0 24 100 193220 666300 E4 65 35? 35? 193660 666590 E1 66 25? 25? 194520 667130 PH1 67 14.5 8 0 14.5 70 193680 667410 E2 68 ? ? ? 193430 667740 RH8 69 17 5.5 0 17 103 193430 668050 RH5 70 11.7 7.5 0 11.7 66 192870 668110 RH4 71 23 0 0 23 297 192840 668330 RH3 72 16 0 0 16 120 192100 668050 GH 73 37 0 0 0 71 108 180 185893 669546 AK 74 54 19+ 74 186160 668930 Y34/3 75 47 7 95 187860 669570 Y34/4 76 40 9+ 49 188180 668920 Pt 77 48 5 63 189685 668290 PT O 78 53 0 46 0 83+ 182+ 181 188850 668450 PT16 79 43 16 101 3 28 191 332 188320 668200 PT17 80 46 10 108 0 15 180 238 73

Top Well Loose Sand& Lime- Marl, Well EW NS NN Clay Judea name sediments sandstone stone chalk depth depth 187900 667710 PT14 81 48 16 120 201 216 188120 667450 PT26 82 58 13 92 165 289 188693 667489 PT-2new 83 50? 23? 77 17 53 220 2563 188750 667390 PT12 84 30 43 46 53 20 234 420 188500 666920 PT11 85 47 45 80 5 67 245 406 186990 667420 PT15 86 45 13 219 277 282 188040 666950 PT13 87 55 29 77 0 11 172 217 187580 666660 PT5 88 55 6 117 6 0 184 206 187427 666814 PT-DT 89 ? ? 106 181 2553 192890 664840 KS1 90 39 15 0 85? 85.5 193640 664545 KS3 91 40 0 0 40 71 194162 664501 L30 92 70? 70? 70+? 750 193785 663865 L21 93 18 0 18 194130 663210 Y9 94 7 0 0 7 150 194070 662700 Y8 95 21 0 21 152 193020 662920 L20 96 47 0 0 47 57 192910 662400 L7 97 40 0 0 40 71 186710 669050 Y 98 73 12 213 286 413 186160 664410 PT29 99 ? ? 66 168 201 191400 665300 KS33/6 100 34 0 0 30+ ? 64+ 64 192480 664220 A33/7 101 37 17 0 27 39 185580 666120 M 102 66 12+ 78 186450 666260 Pt 103 60 5 83 187860 665800 GH 104 42 7 108 188765 665873 Pt33/5 105 48 6+ 54 189170 666670 Pt33/5a 106 42 29 80 190051 665571 Pt S 107 36 5+ 43 190080 664650 Tur 108 25 0 40 72? 8? 145 300 190150 666150 MY 109 40 0 90 100? ? 230 240 190760 665220 EG 110 36 0 14 100? ? 150 163 190800 665950 Pt12Ir 111 32 7 15? 0? 122? 184 300 191200 666545 Pt-5Ir 112 32 0 17? 157 300? 191640 662640 N32/7 113 48 0 48 185100 665700 BB32/3 114 42 57 122 185550 665850 BB 115 60 15+ 75 185470 664960 BBm 116 22 42+ 46 187160 664490 NO 117 74 20+ 95 187770 664140 KGsh 118 84 22 108 188350 664140 KG 119 67 15+ 84 188900 663900 GR 120 80 18 100 189380 663700 Pt16a 122 70 35+ 106 189820 662700 M32/6a 123 62 18+ 8+ 88 191048 663744 L24 124 34 11 0 0 40 85 257 185310 662610 KA 125 92 28+ 120 185776 662425 RG 126 82 38+ 126 186540 663230 KO 127 102 26+ 126 74

Top Well Loose Sand& Lime- Marl, Well EW NS NN Clay Judea name sediments sandstone stone chalk depth depth 187380 662370 KO31/5 129 66+ 66 187940 662330 GY 130 86 30? 104 185001 663001 KA1 131 65 75 605 745 829 186020 664020 PT1 132 55 53? 249 253 185390 664070 PT10 133 60 61 340 461 467 186220 663530 PT28 134 50 60 195 305 314 186620 664230 PT31 135 25? 70 148 0 4 259 282 187320 664980 PT32 136 91 33 179 0 27 297 337 186660 664880 PT4 137 53 76 139 226 259 186150 665120 PT3 138 25 76 124 1.5 0 227 232 186240 665960 PT6 139 65 35 208 308 311 186910 665410 PT7 140 53 26 147 2 5 233 280 186430 665430 PT9 141 70 35 166 6 0 271 456 187450 665900 PT8 142 60 19 111 0 12 202 238 187820 663290 PT2 143 80? 29? 176 0? 80? 365 285 188470 667590 PT18 144 23 47 78 0 33 181 365 187340 666350 PT27 145 63 0 89 174 251 186030 664820 PT33 146 25 77 149 251 264 192950 662740 M5 147 34 0 0 34 42 192960 662860 M3 148 33 0 0 33 44 196020 674120 Y3 149 33 0 0 33 102 196970 674300 Y2 150 16 10 10 26 96 197050 673450 Y1 151 3 0 0 3 96 195430 674550 Sh12 152 30? 0 0 30 194900 674100 SC 153 64 ? ? 0 6 70 328 195760 674920 Sh7 154 34? 0 0 34 40 194150 674930 NY2 155 10? 0 0 0 123? 133 245 197120 673440 I 156 0 0 0 0 97