Search

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.

This paper presents the potential of airborne LiDAR digital terrain model (DTM) for engineering geological mapping in geologically complex and forested area. The multipurpose, comprehensive engineering geological map is created for the pilot area (16.75 km2) located in the Vinodol Valley, Croatia. Eight topographic datasets were derived from 1-m DTM and visually interpreted to identify lithologies and geomorphological processes. In total, 12 engineering geological units, more than 500 landslides, and gully erosion phenomena are outlined in the pilot area. Results confirmed the greatest potential of visual interpretation of LiDAR derivatives for mapping of geomorphological processes in a large scale. On the other hand, this method allowed identification and mapping of engineering formations that are basic engineering geological units appropriate for the medium-scale engineering geological maps. The produced map represents a valuable tool for a wide range of planning and engineering purposes, as well as for geological hazard and risk assessment.

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.

The objective of this study was to propose a set of procedures to assess areas regarding the suitability of sustainable drainage systems (SuDSs) with application in a basin in the urban area of São Carlos (Brazil). The assessment was based on an analysis of 39 attributes reflecting the infiltration conditions that control the functional and constructive aspects of the systems, including subsurface drainability, stability, and groundwater contamination potential, which control the degree of suitability of each plot of land. The data obtained through engineering geological mapping procedures and physical principles were used to characterize the area, which resulted in the division of the basin into five SuDS suitability zones, ranging from favorable to restrictive. The proposed procedures proved to be efficient for analyzing the suitability of different SuDS types and the zoning of an area into terrain units. This approach can help planners identify the most appropriate SuDS types for a given unit, optimize the efficiency/cost relationship, and foresee potential environmental and construction-related challenges. In other words, this procedure enables the assessment of the suitability of SuDSs for different unit terrain types with inexpensive and environmentally efficient technological procedures and resources and can be applied at a fine geographic scale.

The Flims rockslide/rock avalanche (FRRA) is the largest long runout landslide in Europe. This event provides a unique opportunity to study the pre-failure and failure behavior of a large rock slope, as both the source zone and deposit of this event are accessible. In this study, we perform engineering geological and geomorphic field mapping as well as stability and runout modeling in order to explore the preconditioning and triggering factors that resulted in failure of this event, and to infer the mechanisms that governed its runout. By combining these analyses, we qualitatively comment on the mechanisms that lead to the transition from a rockslide to a long runout, catastrophic rock avalanche. Our engineering geological and geomorphic field mapping has revealed that the FRRA failed along a sliding zone that features numerous, large scale steps. Previous work at the site, as well as new analysis of thin sections, has revealed the presence of marl-like layers within the failed stratigraphic unit. Our stability analysis shows that the presence of low strength layers at the depth of the rupture surface is required for failure to initiate, and that failure could be triggered either by strong seismic shaking, elevated pore-water pressures, or a combination of both. The results of the runout analysis show that this event likely remained coherent for a large portion of its motion, and that liquefaction of alluvial sediments at the toe of the slope may have enhanced the runout distance of this rock avalanche. Combining the mapping, stability and runout modeling has shown that the basal shear strength required for the runout analysis is ∼6°–10° lower than that back-analyzed for the stability of this event. Thus, a mechanism to reduce strength along the rupture surface immediately following the initial instability was required for catastrophic failure of this event. This mechanism is poorly understood at present, but is likely crucial for understanding the transition from an initially stable slope to a catastrophic, long runout rock avalanche., Frontiers in Earth Science, 8, ISSN:2296-6463

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.

Within the context of Postgraduate studies, the current dissertation regarding slope instability at the wider area of Zvare village, of Imereti region, central Georgia, central Caucasus, adjacent to railroad alignment, was carried out. The present dissertation is relied on both field and desk work. The field work was focused at geological and engineering geological mapping, supervision of geotechnical exploratory boreholes, and measurements regarding geotechnical monitoring. Beside the implementation of the current thesis, the most worth mentioning desk work concludes the completion of drill core loggings, geological and engineering geological map, analysis of data regarding geotechnical monitoring and stability analyses, in order to provide feasible solutions regarding the problems, provided by the activation of massif landslide in the region. The landslide, of approximately 400m length and 230m wide, was activated at 13/05/2017 at the underlying region, due to excavations, which were carried out at the toe of old stabilized landslide, for the construction of railroad line. The underlying landslide, although constitutes a complex system of minor landslides, generally is classified as a rotational landslide. Recorded displacements approach 16m in lateral direction and 7m in vertical, respectively. The maximum depth of shearing due to boring and instrumentation, is estimated at depth of 40m, which through to back analysis shown shear strength of shear surface, expressed as Mohr Coulomb shear parameters, cohesion c=0 and friction angle ��=10��. The underlying activation, provides several geotechnical and social related problems. The underlying issues are focused at the relocation of the alignment which is located at the toe of the slide, the maintenance of the secure passing of river, which now passes from the toe of the slide, which is located at the right bank of the river. In addition, the maintenance of the road which is located at the left bank of the river, and the springs of natural carbonated water, which are also located at the left bank of the river is considered essential. So, in this case the construction of berm, at the toe of the landslide is recommended, taking though into consideration, the maintenance of the underlying features., ������ �������������� ������ �������������������������� �������������� �������������������� �� �������������� ����������������, �������������� ���� ���������������� �������������� �������� ���������������� �������������� ������ ���������������� ����������, ������ ��������������, ������ ������������������ ����������������, �������� ���������� ������ �������������� ������ ������������������ ���������������������������� ��������������. �� �������������� ���������������� �������������������� ������������ ���� ���������������� ���������������� ������ ����������������. ���� ���������������� ���������������� �������� ���������������������������� ������ ������������������ ������ �������������������������������� ������������������������, ���������������� ���������������������� ���������������������� �������������������� ������ ������������������ ���������������� ���� �������������������� ���������������� ��������������������������. ���������� ������ ���� ���������������� ������ ���������������� ������������������, �� �������������������� ���� ���������������������� ���������������� ���������������� �������������������� �� ���������������� ������ �������������� ������ �������������� ������ ���������������������� ��������������������, ������ �������������������� ������ ���������������������������������� ���������� ������ ����������������, �������������� ������ �������������������� ������������������ ���������������� ���� ������ ���������������� �������������������� �������������������������� ������ �������������� ��������������������, ���� �������������� ����������, ���� ������������������ �������������� ������������, �������������� ���� ���� �������������������� ������ ���������������������������� ������ ������ ������������������������ ������ ������������������������ ������ ��������������. �� ����������������������, ������������ ������ ��������������, �������������� 400�� ������ 230�� ��������������������, ���������������������������� �������� 13/05/2017, ������ ���������������� ��������������, ���������������� ���������������� ������ ������������ �������� ������ �������� ������������ �������������������������������� ������������������������, ������ �������������� ������ �������������������� ���������������������������� ��������������. �� ���������������� ����������������������, ���� ������ ���������������������� ������ ������ �������������� �������������������� ��������������������������, ������������ ������������������������ ���� ������������������������ ����������������������. �� �������������������������� ������������������������ ������������������������ ���� 16�� ������ 7�� �������������������� ������ ���������������������� �������������������� ��������������������. ���� �������������� ���������� ������ ������������������, ������������������ ������ 40��, ���������������������� �������� �������������������� �������� ������ ������ ���������������� �������������������� ��������������������������. �� ������������������ ������ ������������������, �������� �������������������� ����������������, ���������������������� �������������������� ������������ �������������������� ������ ������ ���������������������� ���������������������� �������������� ������ ������������������ Mohr Coulomb, ������������ c=0 ������ ���������� �������������������� ������������ ��=10��. �� ���������������� ������������������������ ������ ������������������������ �������������������� ���� ���� ���������������� �������� ���������������������� ���������������������� ������������, ������ ������ ���������������������� �������������� ���� ������ ������������ ����������������. ���� �������������������� �������� ������������������������������, �������� ���������������������� ������ ���������������������������� ��������������, �� ���������� ������ �������������� ������������������, ���������� ������ ���� �������� ������ ������������������������, �� �������������������� ������ ���������������� �������������������� ������ ��������������, ���� ���������� ������ �������������� ������������������ ���������� ������ ���� �������� ������ ������������������������, �� ���������� ������������������ ������ �������� �������������������� ������ ���������� ������ ��������������. ����������������, �� ������������������ ������ �������������� �������� ������ ������������ ������ ���������� ������ ���� ���������������� �������������������� ������ ���������������� ����������, ������ ������ ������ ���������� �������������� �������������������� ���������� ������ ������������ ������������������������ ������ ���������������� ��������������������, ���������������� �������������� ����������������. �������� ������������, ���������������������� �� ������������������ ������������������, ������ �������� ������ ������������������������, ���������������������� ������������ ������������ ���� ������������������ ������ ������������������������������ ������������������.

Razna oštećenja tijekom stoljeća na tvrđavi „Minčeta“ prouzročena su, zbog djelomičnog temeljenja tvrđave na rasjedu, naknadnom izgradnjom usjeka Ulice Iza Grada, i seizmički vrlo aktivnom području. Nastala oštećenja potrebno je locirati i predložiti sanaciju kako bi se zidine sačuvale. Korišteno je nekoliko metoda istraživanja prije svega geološko kartiranje okoline i objekta, georadarsko profiliranje, električna tomografija i seizmička istraživanja višekanalnom analizom površinskih valova kao i posebna primjena "downhole" seizmičke metode mjerenjem na pokosu obloženog usjeka. Ovim metodama definirane su oslabljene zone koje su i geotehnički kategorizirane. Preporučeno je injektiranje oslabljenih zona kao zaštita od daljnje degradacije zidina., Various damages of the fortress "Minčeta" during centuries had several causes. These are: partial foundation on the fault, additional construction works cutting the street "Iza grada" and seismic activity of the area. The resulting damage had to be located and the remediation measures were proposed to preserve the walls. Several methods of investigations were used. Geological mapping of the area was the base. Next was GPR profiling, electric and seismic investigation with multichannel analyses of surface waves and the special approach of downhole seismic measurements on the slope of the cut wall. Used methods defined the week rock mass zones that were geotechnically categorized. Grouting of week zones, as the protection from further degradation of walls, was proposed.

354 σ., Στην παρούσα διδακτορική διατριβή, διερευνήθηκε διεξοδικά η λιθολογική διάρθρωση και οι ιδιαίτερες τεχνικογεωλογικές συνθήκες που επικρατούν στην περιοχή της Κύμης, Εύβοιας, καθώς και η επίδραση των σχηματισμών που δομούν την περιοχή στα υφιστάμενα τεχνικά έργα. Ειδικότερα, η όλη προσπάθεια είχε σαν στόχο τη διαμόρφωση του γεωλογικού μοντέλου της περιοχής έτσι ώστε να είναι δυνατή η κατανόηση του μηχανισμού εκδήλωσης των κατολισθητικών φαινομένων που καταγράφονται στην περιοχή έρευνας και που επηρεάζουν τη λειτουργία των τεχνικών έργων. Η ερευνητική εργασία που διενεργήθηκε στα πλαίσια της διδακτορικής διατριβής επικεντρώθηκε στους μαργαϊκούς σχηματισμούς, σχηματισμούς που ανήκουν στην κατηγορία «σκληρά εδάφη – μαλακοί βράχοι», όπου εντοπίζονται τα περισσότερα προβλήματα. Περιελάμβανε μια σειρά από εργασίες οι οποίες αφορούν σε δραστηριότητες γραφείου, υπαίθρου και εργαστηρίου, από την αξιoλόγηση των οποίων κατέστη δυνατή η διαμόρφωση τεχνικογεωλογικής κρίσης. Με βάση τη μεθοδολογική προσέγγιση που αναπτύχθηκε, αρχικά συλλέχθηκε κάθε γεωλογική πληροφορία από βιβλιογραφικές αναφορές (η δομή του υποβάθρου και των υπερκείμενων σε αυτό σχηματισμών, η στρωματογραφική διάρθρωση, η τεκτονική εξέλιξη, το υδρογεωλογικό καθεστώς, τα κλιματολογικά και γεωμορφολογικά στοιχεία κ.α.), η οποία αποτέλεσε το υπόβαθρο για τη διαμόρφωση μιας πληρέστερης θεώρησης σχετικά με το τεχνικογεωλογικό προφίλ των μαργαϊκών σχηματισμών και της ιδιάζουσας συμπεριφοράς τους. Σε δεύτερο επίπεδο ανάλυσης συνεκτιμήθηκαν τα αποτελέσματα από τις ερευνητικές εργασίες υπαίθρου και των εργαστηριακών αναλύσεων και δοκιμών. Οι εργασίες υπαίθρου συνέβαλαν στην διερεύνηση και καταγραφή των τεχνικογεωλογικών και γεωμορφολογικών συνθηκών, που επικρατούν στην περιοχή έρευνας. Αποτέλεσμα των διεργασιών αυτών αποτέλεσε η σύνταξη του τεχνικογεωλογικού χάρτη. Αναφορικά στα αποτελέσματα που προέκυψαν από την πραγματοποίηση των εργαστηριακών δοκιμών, έγινε μια προσπάθεια συσχέτισης των ορυκτολογικών με τα φυσικομηχανικά χαρακτηριστικά, για την πληρέστερη προσέγγιση της ιδιομορφίας στην συμπεριφορά των μαργαϊκών σχηματισμών. Κατόπιν συλλέχθηκε και επεξεργάστηκε κάθε σχετική παράμετρος που θεωρήθηκε ότι επιδρά στην εκδήλωση κατολισθητικού φαινομένου με τη δημιουργία χωρικής βάσης δεδομένων. Συγκεκριμένα, αποτυπώθηκαν σε περιβάλλον Γεωγραφικών Συστημάτων Πληροφοριών (ΓΣΠ) δεδομένα που αφορούν στην τεχνικογεωλογική διάρθρωση, τις τοπογραφικές παραμέτρους (υψόμετρο, μορφολογικές κλίσεις, διεύθυνση μορφολογικών κλίσεων, καμπυλότητα αναγλύφου), τα υδρογραφικά και τεκτονικά χαρακτηριστικά (απόσταση από υδρογραφικό δίκτυο, συντελεστής τοπογραφικό δείκτη ύγρανσης, απόσταση από τεκτονικά χαρακτηριστικά), την χρήση γης κλπ. Σκοπός της διεργασίας αυτής ήταν η δημιουργία χωρικού μοντέλου πρόβλεψης της κατολισθητικής επιδεκτικότητας με την εφαρμογή της μεθόδου Weight of Evidence. Στη συνέχεια, η δημιουργία του χάρτη διακινδύνευσης για την περιοχή έρευνας, στηρίχθηκε στην υιοθέτηση παραδοχών σχετικά με την επικινδυνότητα και την αποτύπωση των επιπτώσεων που θα έχει μια εκδήλωση γεωλογικής αστοχίας επί των στοιχείων σε διακινδύνευση. Με την συναξιολόγηση όλων των ανωτέρων διεργασιών εντοπίζονται επισφαλείς θέσεις και προτείνονται μέτρα θεραπείας και πρόληψης για τη μείωση των ενδεχόμενων καταστροφών επί των τεχνικών έργων και την εξασφάλιση της ευρυθμής λειτουργίας τους. Η διάρθρωση της παρούσας διδακτορικής διατριβής έγινε κατά τέτοιο τρόπο ώστε να εξετάζονται διεξοδικά μια σειρά από παράμετροι που συμβάλουν στην πληρέστερη κατανόηση της συμπεριφοράς των μαργών στην περιοχή μελέτης, αλλά και στην εξαγωγή τεχνικογεωλογικών κρίσεων για την υφιστάμενη κατάσταση ως προς την εκδήλωση κατολισθητικών φαινομένων. Στα κεφάλαια που ακολουθούν, συνοπτικά περιλαμβάνονται τα ακόλουθα: Στο 1ο κεφάλαιο δίνονται τα εισαγωγικά στοιχεία για το αντικείμενο μελέτης της διδακτορικής διατριβής, η μεθοδολογική προσέγγιση πάνω στην οποία στηρίχτηκε και προσδιορίζεται η επιστημονική πρωτοτυπία της. Στο κεφάλαιο 2, εξαιτίας της πολύπλοκης συμπεριφοράς των μαργαϊκών σχηματισμών που ανήκουν στην κατηγορία των «σκληρών εδαφών - μαλακών βράχων», αναλύονται τα αίτια και οι μηχανισμοί που επιδρούν στη διαμόρφωση της τεχνικογεωλογικής συμπεριφοράς τους. Στο 3ο κεφάλαιο αποτυπώνονται γενικά στοιχεία για τις φυσικές καταστροφές και ειδικότερα για τα κατολισθητικά φαινόμενα, με αναφορές τόσο από το διεθνή χώρο όσο και από την Ελληνική επικράτεια. Παρατίθενται και σχολιάζονται οι τεχνικές και μέθοδοι εκτίμησης του κατολισθητικού κινδύνου και της κατολισθητικής επιδεκτικότητας. Το κεφάλαιο 4 αναφέρεται στα γενικά χαρακτηριστικά της περιοχής Κύμης, με στοιχεία που αφορούν γεωγραφική εξάπλωση, κλιματολογικά στοιχεία και πληροφορίες για τις χρήσεις γης, ενώ παρουσιάζονται τα αποτελέσματα της μορφολογικής και υδρολογικής ανάλυσης που πραγματοποιήθηκε με εφαρμογή σχετικών λειτουργιών των ΓΣΠ. Στο 5ο κεφάλαιο, παρατίθενται η γεωλογική και τεκτονική εξέλιξη της νεογενούς λεκάνης Κύμης – Αλιβερίου, καθώς και τα στοιχεία που αφορούν τη σεισμική δραστηριότητα της ευρύτερης περιοχής. Στο 6ο κεφάλαιο, παρουσιάζονται οι τεχνικογεωλογικές συνθήκες, η φυσική κατάσταση και η γεωμηχανική συμπεριφορά των σχηματισμών της Κύμης. Στο κεφάλαιο αυτό παρατίθεται ο τεχνικογεωλογικός χάρτης που συντάχθηκε στα πλαίσια της παρούσης διδακτορικής διατριβής και γίνεται αναφορά στη γεωτεχνική θεώρηση των επί μέρους λιθολογικών ενοτήτων. Στο κεφάλαιο 7 ακολουθούν οι αναλυτικές τεχνικές που χρησιμοποιήθηκαν στην εργαστηριακή μελέτη των διαφόρων οριζόντων των μαργαϊκών σχηματισμών. Για τους σκοπούς της έρευνας, πραγματοποιήθηκαν δοκιμές προσδιορισμού της ορυκτολογικής σύστασης (ΟΜ, XRD, DTA, FT-IR), καθώς και εργαστηριακές δοκιμές προσδιορισμού των φυσικομηχανικών ιδιοτήτων των μαργαϊκών σχηματισμών της περιοχής έρευνας (κοκκομετρική διαβάθμιση, όρια συνεκτικότητας, φυσική υγρασία, δοκιμή στερεοποίησης, δοκιμή άμεσης διάτμησης, τριαξονική φόρτιση, αντοχή σε ανεμπόδιστη θλίψη για εδαφικά και ακέραια πετρώματα, δοκιμή σημειακής φόρτισης και δοκιμή φόρτισης κατά γενέτειρα, Brazilian test). Στο ίδιο κεφάλαιο επιτυγχάνεται η συσχέτιση των τεχνικογεωλογικών χαρακτηριστικών και της ορυκτολογικής σύστασης των μαργών που αναλύθηκαν εργαστηριακά. Το κεφάλαιο 8 παρουσιάζει την εκτενή έρευνα υπαίθρου που πραγματοποιήθηκε στην περιοχή έρευνας. Ξεκινάει με μια ιστορική αναδρομή των προβλημάτων που σημειώνονται στα τεχνικά έργα της περιοχής Κύμης και στη συνέχεια ακολουθεί η περιγραφή της υφιστάμενης κατάστασης, με πλήρη καταγραφή των κατολισθητικών φαινομένων. Στο 9ο κεφάλαιο παρουσιάζεται το μοντέλο εκτίμησης της επιδεκτικότητας σε κατολισθητικά φαινόμενα που αναπτύχθηκε στα πλαίσια της διατριβής χρησιμοποιώντας την μέθοδο Weight of Evidence για την περιοχή Κύμης. Στο 10ο κεφάλαιο αξιοποιήθηκε ο χάρτης επιδεκτικότητας σε κατολισθητικά φαινόμενα με τη δημιουργία του χάρτη διακινδύνευσης, χρησιμοποιώντας ως στοιχεία διακινδύνευσης τα πληθυσμιακά στοιχεία, το οδικό δίκτυο και τις χρήσεις γης. Σε εντοπισμένες θέσεις που διαπιστώνονται προβλήματα, προτείνονται τρόποι αντιμετώπισης αυτών. Στο τελευταίο κεφάλαιο 11, δίνονται τα συμπεράσματα που προέκυψαν από όλα τα στάδια έρευνας και σχολιάζονται συνοπτικά ζητήματα που αφορούν μελλοντική έρευνα., In the present thesis, the specific engineering geological conditions prevailing in the area of Kimi, Evia, as well as the impact of the behavior of the formations that compose the region, were investigated. The main purpose of the thesis was to develop a geological model of the study area, in order to understand the mechanism of the manifestation of landslide and their impact on the constructions. The research work carried out in the present doctoral thesis focused on marl formations, that are categorized as "hard soils - soft rocks", where most of the instability problems were identified. The research included a series of tasks which were related to office activities, field investigations and laboratory tests, the evaluation of which made possible the development of the general engineering geological judgment. Based on the methodological approach developed, geological data and information from bibliographic references (the structure of the bedrock and overburden, the stratigraphic structure, the tectonic evolution, the hydrogeological, climatic and geomorphological features, etc.) were collected to form the background to the development of a complete approach of the engineering geological profile of marl formations and their behavior. At a second level of analysis, the results of the research field work and the laboratory analysis and testing were taken into account. The field work contributed to the investigation and recording of engineering geological and geomorphological conditions prevailing in the region. The result of these processes was the compilation of the engineering geological map at a scale of 1:25.000. Regarding the results obtained from the implementation of laboratory tests, an attempt was made in order to correlate the mineralogical with the physical and mechanical characteristics, for the comprehensive approach to the special behavior of marl formations. Subsequently, each relevant parameter considered to affect the occurrence of landslide events were collected and processed by creating spatial database. Specifically, data related to the engineering geological conditions, the topographic parameters (elevation, slope, aspect, and curvature), the hydrographic and tectonic features (distance from hydrographic network, wetness index, distance from tectonic features), land use, etc were depicted in an environment of Geographic Information Systems (GIS). The purpose of this process was the creation of a spatial predictive model of landslide susceptibility by applying the method Weight of Evidence. The compilation of the landslide risk map was based on certain assumptions about hazard characterization and the impact of a landslide incidence on the elements at risk. Regarding the co-evaluation of all the above processes, precarious areas were identified, while mitigation and preventive measures were proposed to reduce the potential impact on structures and ensure proper functioning. The structure of this thesis has been designed to allow screening a set of parameters that contribute to a better understanding of the behavior of marl formations in the study area, but also to inference regarding the engineering geological conditions. Below, a description of the chapters’ content follows: The first chapter provides a brief description of the objective and the methodological approach on which the present thesis was based and also outlines the scientific originality of the thesis. The second chapter includes the analysis of the mechanism that influences the geotechnical behavior, due to the complex behavior of the marl formations that belong to the category "hard soils - soft rocks". The third chapter encapsulates the information concerning natural disasters and especially landslide phenomena, with references from both the international and the Greek territory. It provides a general overview of the techniques and methods for assessing landslide risk and landslide susceptibility. Chapter 4 deals with the general characteristics of the region of Kimi, concerning geographic data, climatic data and information on land use, while presents the results of the detailed morphological and hydrological analysis that was performed by applying the relevant functions of a Geographical Information System (GIS). The fifth chapter refers to the geological and tectonic evolution of the Neogene basin Kimi - Aliveriou and presents also the relative data and information about the seismic activity in the wider region of Kimi. The sixth chapter includes the presentation of the engineering geological conditions, the physical settings and the geomechanical behavior of the geological formations that cover the area of Kimi. The chapter includes the engineering geological map that was compiled in the context of this thesis and also refers to geotechnical consideration of the individual lithological units. Chapter 7 includes the analytical techniques used in the laboratory to study the various horizons of the marl formations. Numerous tests were conducted to determine the mineralogical composition (OM, XRD, DTA, FT-IR), and tests to determine the physical and mechanical properties of the marl formations (grain size distribution, consistency limits, natural moisture, consolidation test, direct shear test, tri-axial loading, unconfined compression strength of soil and intact rock, Point Load testing and Brazilian test). In the final section of the chapter the correlation between the geotechnical characteristics and the mineralogical composition of marl formations is presented. Chapter 8 concerns the extensive field research carried out in the wider area of Kimi. It presents an overview of the instability problems occurring in the area of Kimi and also presents the current conditions found in the area with a full inventory of the landslide incidents. Chapter 9 presents the landslide susceptibility model developed in this thesis that utilizes the Weight of Evidence method. In the 10th chapter the developed landslide susceptibility map was used in the compilation of the landslide risk map, using as evidence in risk the population data, the infrastructure network and the land uses. In localized sites in which, one can identify instability problems, specific mitigation and relief measures were proposed. In the last chapter, 11th, the final conclusions are given and briefly discuss issues concerning future research., Ιωάννα Κ. Ηλία

Submitted by Vitor Silverio Rodrigues (vitorsrodrigues@reitoria.unesp.br) on 2014-05-27T11:26:19Z No. of bitstreams: 0Bitstream added on 2014-05-27T14:31:29Z : No. of bitstreams: 1 2-s2.0-82555205473.pdf: 1974557 bytes, checksum: 06600ce6c424e9da4d0650d62449d907 (MD5) Made available in DSpace on 2014-05-27T11:26:19Z (GMT). No. of bitstreams: 0 Previous issue date: 2011-12-06 As rodovias são empreendimentos de grande extensão longitudinal que atravessam diversos tipos de terrenos, que possuem condições geológicas, geomorfológicas, pedológicas e vegetacionais diferenciadas. A utilização de Cartas Geotécnicas de Suscetibilidade é de grande importância na gestão ambiental de rodovias, por serem documentos que inter-relacionam diversas informações do meio físico. Desta forma, esta pesquisa objetivou a elaboração da carta geotécnica de suscetibilidade aos processos da dinâmica superficial e a indicação de diretrizes para a conservação da Rodovia Marechal Rondon – SP-300. Para sua elaboração foram utilizados o Mapa de Declividade, as Unidades Fisiográficas Homogêneas delimitadas, os processos da dinâmica superficial mapeados e o uso do solo. Sua elaboração evidenciou sua importância para a gestão ambiental de rodovias, tendo em vista a prevenção, o monitoramento e a correção dos processos adversos que podem ocorrer neste tipo de empreendimento. Palavras-chave: cartografia geotécnica, erosão, movimentos de massa, gestão ambiental. The highways are enterprises of great longitudinal extension that cross several types of lands, that possess different geologic, geomorphologic, pedologic and vegetation conditions. In the environmental management of highways the importance of the use of Engineering Geological Maps of Susceptibility was noticed, for being documents that inter-relates several information of the environment. This way, this research objectified the elaboration of this type of map and the indication of lines of direction for the conservation of the Highway Marechal Rondon - SP-300. For its elaboration the Map of Declivity, the delimited Homogeneous Physiographic Units, the processes of the superficial dynamics mapped and the use of the ground was used. Its elaboration evidenced its importance for the environmental management of highways, in view of the prevention, the monitoring and the correction of the adverse processes that can occur in this type of enterprise. Instituto de Geociências e Ciências Exatas Universidade Estadual Paulista Júlio de Mesquita Filho, Avenida 24-A, 1515 - Bela Vista, CEP 13506-900- Rio Claro, SP Departamento de Geologia Aplicada Instituto de Geociências e Ciências Exatas Universidade Estadual Paulista Júlio de Mesquita Filho, Avenida 24-A, 1515 - Bela Vista, CEP 13506-900- Rio Claro, SP Instituto de Geociências e Ciências Exatas Universidade Estadual Paulista Júlio de Mesquita Filho, Avenida 24-A, 1515 - Bela Vista, CEP 13506-900- Rio Claro, SP Departamento de Geologia Aplicada Instituto de Geociências e Ciências Exatas Universidade Estadual Paulista Júlio de Mesquita Filho, Avenida 24-A, 1515 - Bela Vista, CEP 13506-900- Rio Claro, SP

In our days the strategy of an integrated planning approach in dealing with urban development matters, is a reality and engineering geology plays a primary role. In the present study an approach of the engineering geological conditions of Nafplion city and the wider area are given. In the region of interest, four (4) sampling boreholes were drilled by IGME, up to the depth of 40m. During the boring procedure in situ SPT and permeability tests were carried out, as well as the lithology of obtained material has been described. Samples, undisturbed and disturbed, have also collected for further laboratory tests. After the completion of each borehole, piezometric tubes were installed, for the monitoring of the underground water table. Laboratory tests for the determination of physical and mechanical characteristics of all drilled formations were executed. The geotechnical distinction and unification of the geological forma tions was made on a 1:5,000 topographical map, in accordance with the up to date in ternational practice. The engineering geological map in the urban and suburban region of Nafplion city is presented and the geotechnical characteristics of the formations struc turing the area are evaluated. The combination of the results of the drilling programme as well as on the engineering geological approach and the geological structure of the studied area, resulted the compilation of the engineering geological map (scale 1:5,000) of Nafplion city wide area, where 18 engineering geological types are distinguished. The boreholes data of other public bodies have been also taken into account for this compilation. As the task of this project was the contribution to the urban development of Nafplion city, this engineering geological map will be a useful tool for engineers, planners, civil authorities, etc.

The city of Volos located at the foot of the Peninsula of Pelion at Central Greece experienced several strong earthquakes during the previous century. The engineering geological conditions of the city have been analyzed using a relational geotechnical database management system, while the city subsoil has been grouped into five geotechnical units. The maps showing the contours of the depth to bedrock head and the ground zoning against seismic hazard were compiled through GIS. For the compilation of the latter map, a set of unified classification criteria was proposed based on the Greek Seismic Code (EAK 2000).

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior This research presents a engineering geological mapping of the north portion of the city of Goiânia in the area that was proposed as a new perimeter of the urban expansion of the city, in the new main plan of Goiânia. The work was developed in the scale 1:25.000 and the methology of engineering geological mapping elaborated by Zuquette(1987). The physical environment chacaracteristics were obtained as a final product and they were based in the Goiânia 1981 risk chart, laboratory tests and fild works. Some of them were analyzed together with the photo- interpretation works, characterization test reports of the area. Thus, six cartographic documents were elaborated: Documentation map, geological bedrock map, unconsolidated material map, freatic water level map, declivities map and geotecnical units were elaborated. A pesquisa desenvolveu sobre Mapeamento Geotécnico, realizado no Setor Norte do Município de Goiânia-GO, o qual compreende uma região que está em estudo para novo perímetro de expansão urbana da cidade, dentro do novo Plano Diretor de Goiânia. O trabalho foi realizado a escala de 1:25.000, com base na proposta metodológica de mapeamento geotécnico elaborada por Zuquette (1987). Foram realizados levantamentos de dados em relação às características do meio físico, a partir da Carta de Ricos de Goiânia de 1981, Mapa geológico (DNPM/CPRM), Mapa Pedológico (Projeto Radam Brasil) e Mapa geofísico (Casseti) juntamente com trabalhos de foto- interpretação, relatórios de ensaios pré-existentes de caracterização dos solos, ensaios de laboratórios em Mecânica dos Solos e trabalhos em campo. Deste modo foram elaborados 5 documentos cartográficos básicos: Mapa de Documentação, Mapa de Substrato Rochoso, Mapa Pedológico, Mapa de Profundidade do Nível D água Freática e Carta de. Também foram analisados relatórios dos ensaios de caracterização obtidos e realizados em tempo e posteriormente foi elaborado uma Carta de unidades geotécnicas, que demonstra as características geotécnicas da região estudada. Mestre em Engenharia Civil

Fundação de Amparo a Pesquisa do Estado de Minas Gerais This research presents the preliminary Engineering Geological Mapping of an contour area of the urban portion of the city of Uberlândia western of the state of Minas Gerais in a scale of semi-detail (1:25.000), covering approximated an area of 303 Km². The development of this work had as a general objective to provide subsidies to the planning of the use and occupation of the urban environment having the characterization and delimitation of geotechnical unities as a starting point. The development of the mapping followed the methodology proposed by the Escola de Engenharia de São Carlos - USP, proposed by Zuquette (1987). As a final result, three cartographic documents were elaborated: a Document Map, a Declivity Chart and a Map of Unconsolidated Materials. The Map of Unconsolidated Materials was generated by the analysis of the following attributes related with the unconsolidated covering: type and nature, texture, thickness and analysis of the results of Standard Penetration Tests for definition of the thickness of the materials, not only in the regions with higher index of urbanization but also on those with lower one, and field rehearsals and laboratory. They were identified 9 geotechnical unities of unconsolidated materials. All the materials of the studied area were characterized as colapsíveis. The soils of six of these units, they were characterized as lateríticos of the types LA and LA' (according to the classification MCT) and, when appraised as for their mechanical and hydraulic properties after the compacting, they presented high Bearing capacity, low permeability, low expansibility and low to medium contraction. They are the most indicated for pavement base, sub grade reinforcement, compacted embankment and primary covering. Key Words: engineering geological mapping, urban planning; unconsolidated materials; environment. O presente trabalho apresenta o mapeamento geotécnico preliminar em escala de semidetalhe (1:25.000) realizado na porção peri-urbana da cidade de Uberlândia oeste do estado de Minas Gerais, abrangendo uma área aproximada de 303 Km². A realização deste trabalho teve como objetivo geral gerar subsídios ao planejamento do uso e ocupação do meio físico urbano a partir da caracterização e delimitação de unidades geotécnicas. O desenvolvimento do trabalho de mapeamento seguiu basicamente a proposta metodológica da Escola de Engenharia de São Carlos USP, elaborada por Zuquette (1987). Como produto final foram gerados três documentos cartográficos, a saber: Mapa de documentação, Carta de Declividade e o Mapa dos Materiais Inconsolidados. O Mapa dos Materiais Inconsolidados foi gerado mediante a avaliação dos seguintes atributos pertinentes à cobertura inconsolidada: tipo e natureza, textura, espessura, análise dos resultados de sondagens de simples reconhecimento para definição das espessuras dos materiais, tanto nas regiões com alto índice de urbanização quanto nas de baixo, e ensaios de campo e laboratório. Foram identificadas 9 unidades geotécnicas de materiais inconsolidados. Todos os materiais da área estudada foram caracterizados como colapsíveis. Os solos de seis destas unidades, foram caracterizados como lateríticos dos tipos LA LA (segundo a classsificação MCT) e, quando avaliadas quanto às suas propriedades mecânicas e hidráulicas após a compactação, apresentaram elevada capacidade de suporte, baixa permeabilidade, baixa expansibilidade e baixa a média contração, sendo os mais indicados para base de pavimento, reforço de sub-leito, aterro compactado e revestimento primário. Mestre em Engenharia Civil

Made available in DSpace on 2014-06-11T19:32:18Z (GMT). No. of bitstreams: 0 Previous issue date: 2000-02-28Bitstream added on 2014-06-13T20:43:13Z : No. of bitstreams: 1 zaine_je_dr_rcla.pdf: 10722625 bytes, checksum: 58a2ea16d5ca5a5f98a15ce993e4b07b (MD5) Fundação de Amparo à Pesquisa do Estado de São Paulo (FAPESP) A pesquisa teve como tema central o mapeamento geológico-geotécnico de áreas urbanas, analisando os dados do meio físico geológico, bem como a representação cartográfica de unidades geotécnicas. O estudo envolveu a análise das metodologias utilizadas nos trabalhos de cartografia geotécnica, com enfoque especial para duas linhas metodológicas brasileiras, ou seja, as metodologias utilizadas pela Escola de Engenharia de São Carlos e pelo IPT. O trabalho apresenta o método do detalhamento progressivo como alternativa aos estudos geológico-geotécnicos, tendo como objetivo principal a produção de instrumentos adequados para a gestão e o planejamento urbanos, ante as necessidades de seus principais usuários. Tal método consiste na adoção de diferentes escalas de abordagem para a elaboração de cartas e/ou mapas geotécnicos, com o desenvolvimento dos trabalhos em três etapas sucessivas, em níveis de detalhe crescentes, do geral (1ª etapa) para o particular (etapa de detalhe). O ensaio de aplicação do método do detalhamento progressivo foi realizado numa área de 160 km2, envolvendo o sítio urbano e de expansão urbana de Rio Claro, uma cidade de médio porte, do interior paulista. A 1ª etapa mostrou que estudos geológicos e geomorfológicos são fundamentais para orientar as etapas subseqüentes; e a quantificação de alguns parâmetros na 2ª etapa foi importante para a melhor caracterização das unidades de estudo. A realização de ensaios de laboratórios na 3ª etapa é melhor dimensionada quando orientada pelas fases anteriores, estudos estes, efetivamente aplicados, se direcionados a projetos e obras. This paper's main theme is engineering geological mapping in urban areas, bringing together the results of the assembly, analysis and interpretation of geological data, as well as the cartographic representation of geotechnical units. As part of the study, an analysis of methodologies used in engenheering geological mapping was made, with special emphasis on two lines of Brazilian methodologies, i.e., the procedures used by the Engineering School of São Carlos - University of São Paulo and by the Institute of Technological Researches of the State of São Paulo S.A. - IPT. The main purpose of the study is to apply the progressive detailing method to engineering geological maps in urban areas, with a view to produce more adequate instruments for urban administration and planning, taking into consideration the necessity of the users. The progressive detailing method's application was made in a 160 km2 area that included an urban site and urban expansion in the municipal district of Rio Claro, a medium size town of the state of São Paulo, Brazil. The progressive detailing method consists of adopting different approach scales in engineering geological mapping, with the study being divided into three successive stages, in levels of increasing detail, from general to specific. The first stage showed the importance of geologic and geomorphologic studies on the development of next stages. The quantification of some parameters on 2nd stage was of great value on characterization of the units of study. The completion of laboratories analysis on the 3rd stage to subsidy projects and buildings, is better evaluated if it is guided for previous stages.