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U okviru ovog diplomskog rada provedeno je inženjerskogeološko istraživanje na lokaciji Srebrnjak. Svrha istraživanja je interpretacija inženjerskogeološkog modela padine koji služi kao podloga za projektiranje temelja devet stambenih zgrada. U okviru istraživanja provedeno je geodetsko snimanje, inženjerskogeološko kartiranje, geotehničko istražno bušenje s determinacijom jezgre i in situ pokusima (SPP), laboratorijsko ispitivanje fizičkih i mehaničkih svojstava temeljnog tla na poremećenim i neporemećenim uzorcima te mjerenje razina podzemne vode u bušotini. Determinacijom i interpretacijom jezgre te korelacijom bušotina utvrđeno da istraživanu parcelu izgrađuje 5 inženjerskogeoloških tipova naslaga relativno sličnih fizičko-mehaničkih svojstava. Površinske naslage čine dva inženjerskogeološka tipa, umjetne naslage (nasip) te deluvijalne/eluvijalne gline, dok vertikalno i lateralno heterogenu podlogu izgrađuju tri inženjerskogeološka tipa pliokvartarne starosti koje možemo podijeliti na gline visoke i gline niske plastičnosti te na heterogenu mješavinu krupnozrnastog i sitnozrnastog tla. Inženjerskogeološki model istraživane lokacije prikazan je u obliku inženjerskogeološka karta mjerila 1:500 te 5 inženjerskogeoloških profila mjerila 1:500., Within this master's thesis engineering geological investigation has been carried out in the location in the Srebrnjak street. Aim of the investigation is the interpretation of the engineering geological model of the slope which serves as a basis for foundation design of nine planned residential buildings. Investigation included geodesy survey, engineering geological mapping, borehole drilling with core sampling, borehole logging and in-situ tests (SPT), laboratory tests of physical and mechanical properties on disturbed and undisturbed samples of foundation soil and groundwater level measurements. Determination, interpretation and correlation of borehole data gave an insight on the geological structure of the investigated location. Deposits were divided into five engineering geological units ( engineering geological types) of relatively similar physical and mechanical properties. Superficial deposits are made of two engineering geological types, artificial deposits and diluvial/eluvial clays, while the vertically and laterally heterogeneous Plio-quaternary bedrock is made of three engineering geological types which are divided into high plasticity clay deposits, low plasticity clay deposits and heterogeneous mixture of coarse–grained and fine–grained soil. Engineering geological model of the investigated location is presented in a form of engineering geological map and five engineering geological profiles at the scale of 1:500.

Cilj ovog diplomskog rada bio je izrada inženjerskogeološkog modela klizišta Pićan u Istri na temelju detaljnog inženjerskogeološkog istraživanja. U okviru istraživanja provedeno je detaljno inženjerskogeološko kartiranje i determinacija jezgre bušotine dobivene istraživačkim bušenjem, a pri interpretaciji inženjerskogeološkog modela klizišta korišteni su i rezultati laboratorijskih ispitivanja fizičkih i mehaničkih svojstava tla. Determinacijom i interpretacijom jezgre istraživačkih bušotina utvrđeno je da istraživanu lokaciju izgrađuje osam inženjerskogeoloških tipova koji pripadaju podlozi i površinskim naslagama. Podlogu čine slabo trošni do svježi sedimenti srednjeg do gornjeg eocena, dok površinske naslage čine deluvijalne, koluvijalne i umjetne naslage.. S obzirom na rezultate inženjerskogeološkog kartiranja i determinacije jezgre klizište Pićan je interpretirano kao trenutačno aktivno, rotacijsko klizište, s dubinom klizne plohe od 3,0 m. Duljina klizišta iznosi 20 metra, a širina 33 metra. Inženjerskogeološki model klizišta Pićan prikazan je na detaljnoj inženjerskogeološkoj karti mjerila 1:250 i na dva inženjerskogeološka profila mjerila 1:250., The aim of the thesis was detail engineering geological investigation of the Pićan landslide in Istria and interpretation of engineering geological model. Engineering geological model was interpreted based on results of engineering geological mapping, determination of three borehole cores, laboratory testing of physical and mechanical soil properties. The field determination of borehole cores on gave insight into the geological settings of the landslide location. In total, eight engineering geological units were determined, belonging to bedrock and superficial deposits. Bedrock is made of fresh to slightly weathered rocks of Middle to Upper Eocene age, whereas superficial deposits consist of colluvial, deluvial and anthropogenic deposits. Landslide boundaries were determined by detail field engineering geological mapping. The Pićan landslide is interpreted as currently active, rotational landslide with the depth of the sliding surface of 3 meters. Length of the landslide is 20 meters, and width is 33 meters. The engineering geological model of the Pićan landslide is presented by engineering geological map at a scale of 1:250 and two engineering geological profiles at a scale of 1:250.

Zadatak diplomskog rada bila je interpretacija inženjerskogeološkog modela klizišta Trstenik te analiza uzroka koji su doveli do njegove aktivacije. Inženjerskogeološki model interpretiran je isključivo na temelju podataka inženjerskogeološkog kartiranja. Klizište Trstenik je translacijsko klizište, ukupne duljine 250 m, širine 70 m i interpretirane dubine od 5,5 m. Determinacijom i interpretacijom materijala na izdancima je utvrđeno da istraživanu lokaciju izgrađuju srednje trošni tortonski lapori u podlozi te trošni lapori i koluvijalne naslage na površini. Obzirom na vrste materijala i položaj slojevitosti pretpostavljeno je da je do klizanja došlo na granici srednje trošnih i trošnih lapora. Analiza uzroka klizanja provedena je na podacima o oborinama s meteoroloških stanica Čučerje, Kašina i Zagreb-Rim. Klizište je aktivirano 13.02.2014. Analizom su obuhvaćene mjesečne oborine, koje su za siječanj 2014. iznosile od 22 do 36% više od prosjeka, a za veljaču od 148 do 171% više od prosjeka. Analizom su obuhvaćene i prethodne oborine, koje su uspoređene s regionalnim graničnim vrijednostima., The aim of the thesis was the interpretation of the Trstenik landslide engineering geological model, as well as the analysis of its causes. The engineering geological model is interpreted on the basis of engineering geological mapping. Trstenik landslide is a translational landside with a total length of 250 m, width of 70 m, and interpreted depth of 5.5 m. Determination and interpretation of the material on the outcrops showed different types of engineering geological units, medium weathered tortonian marl in the substrate and weathered marl and colluvial on the surface. Given the type of the material and the bedding orientation, it was assumed that sliding occurred at the boundary of medium weathered and weathered marl. The analysis of the cause of the landslide was carried out on the precipitation data from the meteorological stations of Čučerje, Kašina and Zagreb-Rim. The landslide was activated on 13th February 2014. The analysis showed that monthly precipitation in January 2014 was 22 to 36% higher than the average, while in February it was 148 to 171% higher than the average. The analysis also include previous precipitation which are compared with regional boundary values.

Tema diplomskog rada je inženjerskogeološko istraživanje klizišta Pantovčak u Zagrebu, s ciljem definiranja inženjerskogeološkog modela. U okviru istraživanja provedeno je detaljno inženjerskogeološko kartiranje i determinacija jezgre dobivene istraživačkim bušenjem, a pri interpretaciji inženjerskogeološkog modela klizišta korišteni su i rezultati in situ ispitivanja (standardni penetracijski pokus), geofizičkih ispitivanja (geoelektrična tomografija i plitka seizmička rerfakcija), laboratorijskih ispitivanja fizičkih i mehaničkih svojstava tla te geotehničkog monitoringa, odnosno mjerenja razine vode i praćenja pomaka tla inklinometrom. Determinacijom i interpretacijom jezgre istraživačkih bušotina utvrđeno je da istraživanu lokaciju izgrađuje sedam inženjerskogeoloških tipova podijeljenih na naslage koje čine osnovnu masu tla i površinske naslage. Naslage osnovne mase tla čine slabo trošni do svježi sedimenti gornjeg ponta, dok površinske naslage čine kora trošenja gornjopontskih i pliokvartarnih naslaga te koluvijalne i umjetne naslage. Zbog malih pomaka klizišta te zbog modifikacije terene uzrokovane antropogenim utjecajem, inženjerskogeološkim kartiranjem je tek pretpostavljena granica klizišta na površini terena. Klizište Pantovčak je interpretirano je kao trenutačno neaktivno, rotacijsko klizište, s maksimalnom dubinom klizne plohe od 9,7 m. Maksimalna duljina klizišta iznosi 103 metra, a širina 131 metar. Inženjerskogeološki model klizišta Pantovčak prezentiran je detaljnom inženjerskogeološkom kartom mjerila 1:500 te s tri inženjerskogeološka profila mjerila 1:500., The aim of the thesis is engineering geological investigation of the Pantovčak landslide and determination of engineering geological model. Engineering geological model was interpreted based on results of engineering geological mapping, determination and interpretation of five borehole cores, in-situ investigation (standard penetration test), geophysical investigation (geoelectric tomography and seismic refraction), laboratory research of physical and mechanical features of the soil and geotechnical monitoring, i.e. groundwater level and inclinometric measurements. The determination and interpretation of borehole cores on the site gave an insight into the geological structure on the location of the landslide. In total, seven Engineering geological were determined, divided into the bedrock and surface deposites. Bedrock deposites are made of fresh to slightly weathered Late Pontian sediments, whereas surface deposits are made of weathered Plio-quarternary and Late Pontian sediments, as well as artificial and colluvial deposits. Due to small landslide displacements and modifications of the terrain done by antropogenic influence, the surface contours of the landslide are mostly assumed. The Pantovčak landslide is interpreted as currently inactive, rotational landslide with depth of the sliding surface at 9,7 meters. Maximum length of the landslide is 103 m, and maximum width is 131 m. The Engineering geological model of Pantovčak landslide is presented with engineering geological map at a scale of 1:500 and three engineering geological profiles at a scale of 1:500.

Multi-risk management requires a strong comprehension of possible effects induced by natural hazardous events. In this regard, landslides triggering due to earthquakes results from complex interactions between seismic waves and slopes. Multidisciplinary approaches can significantly contribute to better understand such interactions. The large Büyükçekmece landslide (about 1500 m wide and 1830 m long) located in Turkey (Avcilar peninsula), about 15 km northward from the North Anatolian Fault Zone (NAFZ), was selected as case-study in the framework of the European project “MARSite – Marmara Supersite: new directions in seismic hazard assessment through focused Earth observation in the Marmara Supersite”. The Avcilar area was recently affected by the 17th August 1999 Mw 7.4 Kocaeli and by the 12th November Mw 7.2 Düzce earthquakes. The Büyükçekmece landslide involves upper Oligocene to lower Miocene deposits, consisting of silty clays, tuffs and sands. No earthquake-induced re-activations are testified so far but the landslide area was interested by a very intense urbanization during the last decade. A detailed engineering-geological model for the local seismic response of the Büyükçekmece landslide slope was constructed based on geophysical measurements, data from a multisensor in-hole monitoring system and stress-strain numerical modelling. Several tens of earthquakes were recorded from October 2014 to May 2015 in the landslide site by considering in-hole and surface data. The reliability of the local seismic response obtained by numerical modelling respect to the empirically derived one was checked in terms of both site-to-reference spectral ratios and transfer function between surface and downhole sites inside the landslide mass. The 2D numerical amplification functions confirm that the local seismic response is a consequence of the complex geological setting of the landslide slope while no relevant amplification effects can be referred to topographic features. Based on these results, the interaction between seismic waves and the Büyükçekmece landslide slope cannot be neglected to evaluate the possibility of future landslide re-activations.

Inženjerskogeološki model klizišta Juradi u Istri interpretiran je na temelju geotehničkog istraživanja u okivru kojega je provedeno detaljno inženjerskogeološko istraživanje. Inženjerskogeološko istraživanje sastojalo se od detaljnog inženjerskogeološkog kartiranja, determinacije jezgre devet istraživačkih bušotina i od interpretacije svih provedenih istraživanja, uključivo i geofizičkih istraživanja. Kartiranjem su dobiveni podaci o značajkama stijena i tala, hidrogeološkim uvjetima, geomorfološkim uvjetima, geodinamičkim pojavama i procesima na temelju kojih je izrađena inženjerskogeološka karta klizišta. Determinacijom i interpretacijom istraživačkih bušotina utvrđena je detaljna geološka građa na lokaciji klizišta, a rezultati su prikazani u presjecima bušotina. Na temelju podataka dobivenih inženjerskogeološkim istraživanjem, geotehničkim i geofizičkim istražnim radovima, laboratorijskim ispitivanjima na uzorcima iz bušotina, opažanjem razine podzemne vode i mjerenjem pomaka u inklinometrima te istraživanjem prethodne oborine interpretiran je inženjerskogeološki model klizišta Juradi. Inženjerskogeološki model klizišta definiran je pomoću geometrije klizišta i značajki klizišta koje uključuju tip klizanja s obzirom na mehanizam pokreta, vidljivost dijelova klizišta, aktivnost klizišta, materijale klizišta i uzrok klizanja., Engineering geological model of the Juradi landslide in Istria was interpreted on the basis of engineering geological conditions. Engineering geological investigation encompassed detailed engineering geological mapping, determination and interpretation of nine borehole cores. The purpose of mapping was to collect data about superfical deposits, hydrogeological conditions, geomorphological conditions, geodynamic phenomena and active geomorphological processes and to produce engineering geological map of the landslide. Determination and interpretation of exploration boreholes gave insight into detailed geological structure at the location of landslide and the results are shown in the borehole logs. Engineering geological model of the landslide Juradi was interpreted on the basis of data obtained by engineering geological investigation, geotechnical investigation and geophysical survey, laboratory testing on samples from boreholes, observations of groundwater level, measurements of displacement in inclinometers and analysis of previous rainfall. Engineering geological model of the landslides is defined by the landslide geometry and landslide characteristics which include slope movements type, visibility of landslide features, landslide activity, landslide material and cause of the sliding.

Klizište Kostanjek u Zagrebu aktivno je od 1963. godine, a inženjerskogeološki model klizišta Kostanjek interpretiran je na temelju geotehničkih istraživanja iz razdoblja 1988.-1989. godine, kao i na temelju istraživanja za disertaciju koja je objavljena u 1996. godine (Ortolan, 1996). Na temelju ovog inženjerskogeološkog modela izrađen je projekt sanacije klizišta 2008. godine, a njegovo izvođenje za sada je prolongirano prvenstveno zbog visoke cijene građevinskih radova. Visoka razina opasnosti i ugroženosti uslijed reaktiviranja klizišta Kostanjek razlog je zbog kojega je ovo klizište izabrano kao pilot područje bilateralnog hrvatsko-japanskog SATREPS FY2008 projekta. U okviru znanstveno-istraživačkih aktivnosti ovog projekta radi se na razvoju i uspostavi sustava praćenja klizišta, što je započelo 2011. godine. Osim toga, od 2010. godine provode se i dodatna istraživanja s ciljem prikupljanja novih podataka za reinterpretaciju inženjerskogeološkog modela klizišta. U ovom radu sažeto se prikazuju inženjerskogeološki uvjeti te povijesni podaci o istraživanju i interpretaciji klizišta Kostanjek. Na temelju podataka iz povijesne literature i dokumentacije načinjena je sistematizacija postojećih podataka o kliznim plohama koje su registrirane u zdencima i bušotinama te na zasjeku otvorenog površinskog kopa. Također su prikupljani novi ulazni podaci za modeliranje klizišta: determinacija i opis jezgre nove bušotine B-1 dubine 100 m u svrhu usporedbe s ranije interpretiranim stratigrafskim profilom u središnjem dijelu klizišta, mjerenja inklinometrom radi utvrđivanja klizne plohe u središnjem dijelu klizišta i prikupljanje podataka o razinama podzemne vode u zdencima na području klizišta i u užoj okolici, te uzorkovanje vode za kemijske analize. Na kraju rada daje se osvrt na usporedivost povijesnih i novih podataka, kao i upotrebljivost novo prikupljenih podataka u reintepretaciji inženjerskogeološkog modela klizišta Kostanjek., Kostanjek landslide in Zagreb has been active since 1963. The engineering geological model of landslide Kostanjek is interpreted on the basis of geotechnical investigations from the period 1988-1989, and based on doctoral research for the PhD thesis that was released in 1996. (Ortolan, 1996). Based on this engineering geological model, a landslide remediation meassures were designed in 2008th, its performance was so far sustained primarily due to the high cost of construction. This landslide is chosen as a pilot area of bilateral Croatian-Japanese SATREPS FY2008 project because its high level of risk due to the reactivation of landslide Kostanjek .Within the framework of scientific research activities in 2011 a system for landslide monitoring was established. In addition, since 2010 additional research was conducted in order to collect new data for reinterpretation of the landslide engineering geological model. Summarized in this work are the engineering geological conditions and historical information about the research and interpretation of landslide Kostanjek. Based on data from literature and historical documentation, a systematization of the existing data of the sliding surfaces that are registered in wells and boreholes and on faces of cuts in open pit mines is made. New input data for modeling the landslide are also collected so as determination and description of the core from the new borehole B-1, 100 m in depth, for purposes of comparing it with the previously interpreted stratigraphic profile in the central part of the landslide, inclinometer measurements to determine the sliding surface in the central part of the landslide, the collection of data of groundwater levels in wells at the area o landslide and in its vicinity, and water sampling for chemical analysis. At the end of the thesis a review of the comparability of historical and new data is given, as well as the usability of the new data collected in the reinterpretation of the geological engineering model of the Kostanjek landslide.

This bachelor thesis describe anthropogenic changes of relief and their significance in engineering geological survey. First, historical evolution of geological influence of humans was decribed, connected with the new prospective stratigrafical therm - Anthropocene. Today are lifted and stored enormous amounts rocks and soils by human, often new buildings and constructions are projected on this material. False identification of the anthropogenic forms can lead to fatal results in progress of construction. Hence is this hesis focused on classification of important antropogenic forms of relief and attributes of engineering geological survey in area of human influence was decribed. In thesis is emphasized signifacance of research geological and historical materials and data about area, that can bring often important information about historical land use. The thesis also descries prospect of identification of anthropogenic forms, because especially maps can simplify this process or can be key informations for engineering geology survey. In conclusion the thesis was decribed a few examples of identification of anthropogenic changes.

The analysis of the local seismic response in the 'Europarco Business Park', a recently urbanized district of Rome (Italy) developed over the alluvial valley of the 'Fosso di Vallerano' stream, is here presented. A high-resolution geological model, reconstructed over 250 borehole log-stratigraphies, shows a complex and heterogeneous setting of both the local Plio-Pleistocene substratum and the Holocene alluvia. The local seismo-stratigraphy is derived by a calibration process performed through 1D numerical modelling, accounting for: i) 55 noise measurements, ii) 10 weak motion records obtained through a temporary velocimetric array during the August 2009 L'Aquila-Gran Sasso seismic sequence and iii) one cross-hole test available from technical report. Based on the reconstructed seismo-stratigraphy, the local seismic bedrock is placed at the top of a gravel layer that is part of the Pleistocene deposits and it does not correspond to the local geological bedrock represented by Plio-Pleistocene marine deposits. 1D amplification functions were derived via numerical modelling along three representative sections that show how in the Fosso di Vallerano area two valleys converge into a single one moving from SE toward NW. The obtained results reveal a main resonance at low frequency (about 0.8 Hz) and several higher resonance modes, related to the local geological setting. Nonlinear effects are also modelled by using strong motion inputs from the official regional dataset and pointed out a general down-shift (up to 0.5 Hz) of the principal modes of resonance as well as an amplitude reduction of the amplification function at frequencies higher than 7 Hz.

Inženjerskogeološki modeli klizišta Sovinjak i Žudetići u Istri interpretirani su na temelju geotehničkog istraživanja u okviru kojega je provedeno detaljno inženjerskogeološko istraživanje. Istraživanje se sastojalo od detaljnog inženjerskogeološkog kartiranja, determinacije jezgre dvije istraživačke bušotine na lokaciji Sovinjak i dvije na lokaciji Žudetići te interpretacije svih provedenih istraživanja. Kartiranjem su dobiveni podaci o značajkama stijena i tala, hidrogeološkim i geomorfološkim uvjetima te geodinamičkim pojavama i procesima na temelju kojih je izrađena inženjerskogeološka karta klizišta. Determinacijom i interpretacijom istraživačkih bušotina utvrđena je detaljna geološka građa na lokaciji klizišta, a rezultati su prikazani na presjecima bušotina. Na temelju podataka dobivenih inženjerskogeološkim istraživanjem, geotehničkim istražnim radovima i laboratorijskim ispitivanjima na uzorcima iz bušotina interpretirana su tri inženjerskogeološka modela klizišta Sovinjak, Žudetići 1 i Žudetići 2. Inženjerskogeološki modeli klizišta definirani su pomoću geometrije klizišta i značajki klizišta koje uključuju tip klizanja s obzirom na mehanizam pokreta, vidljivost dijelova klizišta, aktivnost klizišta, materijale klizišta i uzrok klizanja., Engineering geological models of the Sovinjak and Žudetići landslides in Istria was interpreted on the basis of detailed engineering geological investigation undertaken in the framework of geotechnical investigations. Engineering geological investigation encompassed detailed engineering geological mapping, determination of two borehole cores in Sovinjak landslide and two borehole cores in Žudetići 1 and Žudetići 2 landslides and interpretation of all investigations. The purpose of engineering geological field mapping was to collect data about rock and soil characteristics, hydrogeological and geomorphological conditions, and active geomorphological processes as well as to produce detailed engineering geological map of the landslide. Determination and interpretation of exploration boreholes gave insight into detailed geological settings at the location of the landslide and the results are shown in the borehole logs. Engineering geological models of the Sovinjak landslide, Žudetići 1 landslide and Žudetići 2 landslide were interpreted on the basis of data obtained by engineering geological investigation, geotechnical investigation and laboratory testing on samples from boreholes. Engineering geological models of studied landslides are defined by the landslide geometry and landslide characteristics which include slope movements type, visibility of landslide features, landslide activity, landslide material and cause of the sliding.

Inženjerskogeološki modeli tri klizišta u naselju Cerina pokraj Samobora interpretirani su na temelju geotehničkog istraživanja u okviru kojega je provedeno detaljno inženjerskogeološko istraživanje. Inženjerskogeološko istraživanje sastojalo se od inženjerskogeološkog kartiranja u detaljnom mjerilu, determinacije jezgri šest istraživačkih bušotina, te interpretacije svih provedenih istraživanja. Na temelju detaljnog inženjerskogeološkog kartiranja izrađena je inženjerskogeološka karta koja prikazuje granice tri. Kartiranjem su također dobiveni podaci o geomorfološkim uvjetima i drugim aktivnim geomorfološkim procesima, zatim o geološkoj građi i značajkama stijena i tala, te o hidrogeološkim uvjetima. Determinacijom i interpretacijom istraživačkih bušotina bušenih na području klizišta utvrđena je detaljna geološka građa terena koja je prikazana u presjecima bušotina. Na temelju detaljnog inženjerskogeološkog istraživanja, geotehničkih istraživanja, laboratorijskih ispitivanja uzoraka uzetih iz šest istraživačkih bušotina interpretirani su inženjerskogeološki modeli klizišta Cerina 1, Cerina 2 i Cerina 3. Inženjerskogeološki modeli klizišta definirani su geometrijom i značajkama klizišta koje uključuju tip klizanja s obzirom na mehanizam pokreta, uzrok klizanja, vidljivost dijelova klizišta, te aktivnost i materijale klizišta. Na osnovi analize hidroloških podataka o prethodnoj oborini interpretirana je oborina koja je pokrenula klizišta., Engineering geological models of three landslides in the Cerina settlement near Samobor were interpreted on the basis of geotechnical (site) investigation which included engineering geological investigation. Engineering geological investigation encompassed engineering geological mapping in detailed scale, determination of six borehole cores and interpretation of all conducted researches. Detailed engineering geological mapping resulted in landslide map with landslide contours of three landslides. Engineering geological mapping aslo resulted in data collection related to geomorphological conditions and other active geomorphological processes, geological settings and soils and rock characteristics as well as hydrogeological conditions. Determination and interpretation of exploration boreholes gave insight into detailed geological settings which are presented on borehole logs. Engineering geological models of Cerina 1, Cerina 2 and Cerina 3 landslides were interpreted on the basis of detailed engineering geological investigation, site investigation and laboratory testing of samples from six boreholes. Engineering geological models of landslides are defined by geometry and landslide features which include type of slides by movement mechanism, landslide cause, visibility of landslide fatures, landslide activity and materials of landslides. Precipitation was interpreted as landslide trigger, based on analysis of antecedent precipitation from hydrological data.

A novel unconventional pseudostatic analysis is proposed here to infer on the sensitivity of a landslide to earthquakes characterized by different physical properties. Several sine waves with different amplitudes, frequencies and phases were applied to the landslide mass assuming limit equilibrium conditions. The unconventional approach was used for the Diezma landslide case study. The landslide is located 25 km from the city of Granada (Spain). Although the slope had repeatedly suffered small-scale stability problems since the construction of the A-92 highway, a larger failure occurred on 18 March 2001 and damaged the highway between kilometers 272.6 and 272.8. The landslide had an estimated volume of 1.2 Mm3 and involved a disordered deposit of silt and clay with heterometric blocks within the Numidoide Formation, which outcrops along the contact between the Malaguide and Dorsal domains of the Betic Cordillera mountain range. Despite the 18 million Euros spent since 1999 on geotechnical investigations and stabilization solutions, the numerous reactivations that occurred through 2010 and 2013 demonstrate the persistent activity of the landslide. The geometry of the large slope failure corresponding to the first activation of the Diezma landslide was used to back-analyze the stability of the slope based on a high-resolution engineering-geological model. The model was developed from the analysis of numerous borehole logs as well as from geophysical investigations consisting of seismic noise measurements. The results demonstrate that the safety factor (SF) of the Diezma landslide varies significantly for frequencies less than 1 Hz; moreover, unstable conditions are reached at frequency values between 0.5 and 1 Hz for water pressure distributions corresponding to Bishop factors (ru) between 0 and 0.36. To estimate the co-seismic displacements, the geometrical and mechanical properties of the landslide mass were used to derive its characteristic periods for thickness (Ts) and length (Tl), which were compared with the characteristic period of the earthquake (Tm). The results indicate that the maximum expected co-seismic displacements are up to 2 m for an earthquake with a Tm value close to 1 s and an Arias Intensity on the order of 1 m/s.

The experiences of developing engineering geological models in karst areas for designing and construction purposes prove the necessity of considering at least three basic submodels: sedimentological, structural-tectonic and the weathering one. The research presented here deals with very important and frequently neglected segments in each of the submodels. Therefore, particular attention should be directed to: better understanding of carbonate sediment deposition,determination of environment and diagenetic processes, study of the 3D anisotropy of discontinuity frequency, and differentiation of weathering zones. The given data and examples elaborate and justify such an approach, which enables a more realistic detailed engineering model, more reliable evaluations of the engineering geological/geotechnical parameters and real site conditions.

Based on the geological, engineering geological, structural-tectonical investigations and laboratory analyses, engineering geological model of the Croatian karst has been made. This model consists of three parts: shallow karst, transition zone and deep karst. Each one has its structural and tectonic characteristics.

This paper describes the results of a rockfall hazard assessment for the village of San Quirico (Abruzzo region, Italy) based on an engineering-geological model. After the collection of geological, geomechanical, and geomorphological data, the rockfall hazard assessment was performed based on two separate approaches: i) simulation of detachment of rock blocks and their downhill movement using a GIS; and ii) application of geostatistical techniques to the analysis of georeferenced observations of previously fallen blocks, in order to assess the probability of arrival of blocks due to potential future collapses. The results show that the trajectographic analysis is significantly influenced by the input parameters, with particular reference to the coefficients of restitution values. In order to solve this problem, the model was calibrated based on repeated field observations. The geostatistical approach is useful because it gives the best estimation of point-source phenomena such as rockfalls; however, the sensitivity of results to basic assumptions, e.g. assessment of variograms and choice of a threshold value, may be problematic. Consequently, interpolations derived from different variograms have been used and compared among them; hence, those showing the lowest errors were adopted. The data sets which were statistically analysed are relevant to both kinetic energy and surveyed rock blocks in the accumulation area. The obtained maps highlight areas susceptible to rock block arrivals, and show that the area accommodating the new settlement of S. Quirico Village has the highest level of hazard according to both probabilistic and deterministic methods.

Investigation area includes Medvednica Mt. with the hillsides. Medvednica Mt. is the part of the southwestern mountain core of the Pannonian basin. Geological structure is the main predisposition for the various types of instabilities. The narrow zone of the Pontian deposits surrounds Medvednica Mt. and the characteristic sliding type occurs there. Distribution of the landslides on the Medvednica Mt. clearly outlines the zone which belongs toPontian deposits, from lower to upper ones. The way for solving the landslide problems is the knowledge of the natural characteristics of Medvednica Mt. and its slopes.