A laboratory investigation was conducted to determine the effects of temperature and moisture on the shear strength of textured geomembrane (T-GM) and geosynthetic clay liner (GCL) interface. Several landfill slope failures involving geosynthetics have occurred within the past three decades. Interface shear strength of T-GM/GCL is well documented for testing conducted at laboratory temperatures and at moisture contents associated with GCLs in submerged conditions. However, in-service conditions for landfill liner systems include a wide range of temperatures (extending from below 0 °C to above 40 °C) and a wide range of moisture conditions. Large-scale interface direct shear tests were performed at normal stresses of cover liners (10, 20, and 30 kPa) and bottom liners (100, 200, and 300 kPa). Cover liner specimens were subjected to temperatures of 2, 20 and 40 °C; and bottom liner specimens were subjected to temperatures of 20 and 40 °C. Both cover and bottom liner specimens were prepared at moisture contents of as-received (approx. 18-19%), 50%, and 100%. Cover liner specimens exhibited decreased peak interface shear strength (tp) with increasing temperature. Specimens sheared at 2 °C exhibited greater tp than those sheared at 20 °C by as much as 27%. Specimens sheared at 20 °C exhibited greater tp than those sheared at 40 °C by as much as 16%. Large-displacement interface shear strength (tld) generally exhibited a bell-shaped relationship with increasing temperature with the greatest tld at 20 °C. A bell-shaped relationship was exhibited between temperature and peak and large-displacement interface friction angle (dp and dld). dp ranged from 17.4 to 26.3°, 23.8 to 29°, and 20.4 to 22.2° for 2, 20, and 40 °C, respectively. dld ranged from 12.7 to 18.2°, 18.2 to 20.6°, and 15.9 to 16.7° for 2, 20, and 40 °C, respectively. Decreased d at 2 and 40 °C were largely attributed to increased geosynthetic damage. Bottom liner specimens exhibited decreased tp and tld with increasing temperature by up to 12% and 16%, respectively. Bottom liner specimens exhibited decreased tp and tld with increasing moisture content by up to 14% and 36%, respectively. For bottom liner specimens, a trend of decreased dp with increased temperatures was exhibited. dp ranged from 20 to 24.7° and 19.5 to 22.2° for 20 °C and 40 °C, respectively. dld ranged from 10.4 to 15.6° and 8.9 to 13.9° for 20 °C and 40 °C, respectively. Decreased d at 40 °C was largely attributed to increased geosynthetic damage and increased bentonite extrusion. Increased moisture content resulted in decreased dp and dld by up to 4.7 and 5.1°, respectively. Results of this testing program indicated that T-GM/GCL interface shear strengths are influenced by temperature and moisture content within ranges representative of field conditions. Interpolation factors and reduction factors were developed for use to avoid overestimation of d when determined at standard laboratory temperatures. For cover liners, reduction factors of 0.8 and 0.85 are recommended for dp and dld, respectively. For bottom liners, reduction factors of 0.9 and 0.85 are recommended for dp and dld, respectively.

The main scope of this thesis is to select alternative landfill sites for Ankara based on the growing trends of Ankara towards the Sincan and G&ouml / lbaSi municipalities and to eventually select the best alternative. Landfill site selection was carried out utilizing Geographic Information System (GIS) and Multi-Criteria-Decision-Analysis (MCDA). A number of criteria were gathered in a GIS environment. Each criterion was assigned a weight value by applying the Pairwise Comparison Method (PCM). &ldquo / The Technique for Order Preference by Similarity to the Ideal Solution (TOPSIS)&rdquo / , was applied and the best landfill site alternative was determined. The geotechnical properties of the clay samples, obtained from selected locations in G&ouml / lbaSi and Sincan were determined in order to design a landfill liner system using compacted &ldquo / Ankara Clay&rdquo / as the liner material. The permeability values for the clay samples were determined by performing falling head tests and consolidation tests. The coefficient of permeability value of the compacted clay was determined to be in the order of 10-10 m/s for the G&ouml / lbaSi samples and 10-11 m/s for the Sincan samples for both of the tests performed. These tests indicated that the native clay was suitable to be utilized as a landfill liner material. The HELP and POLLUTE was employed for the purpose of landfill design and predicting the landfill hydrological processes. The landfill profile with a double lining system composed of geomembrane/compacted clay composite top and bottom liners with a drainage layer was determined to show the best performance amongst the others.

Environmental conditions such as temperature inevitably impact the long term performance, strength and deformation characteristics of most materials in infrastructure applications. The mechanical and durability properties of geosynthetic materials are strongly temperature dependent. The interfaces between geotextiles and geomembranes as well as between granular materials such as sands and geomembranes in landfill applications are subject to temperature changes due to seasonal temperature variations as well as exothermic reactions occurring in the waste body. This can be a critical factor governing the stability of modern waste containment lining systems. Historically, most laboratory geosynthetic interface testing has been performed at room temperature. Information today is emerging that shows how temperatures in the liner systems of landfills can be much higher. An extensive research study was undertaken in an effort to investigate temperature effects on interface shear behavior between (a) NPNW polypropylene geotextiles and both smooth PVC as well as smooth and textured HDPE geomembranes and (b) sands of different angularity and smooth PVC and HDPE geomembranes. A temperature controlled chamber was designed and developed to simulate elevated temperature field conditions and shear displacement-failure mechanisms at these higher temperatures. The physical laboratory testing program consisted of multiple series of interface shear tests between material combinations found in landfill applications under a range of normal stress levels from 10 to 400 kPa and at a range of test temperatures from 20 to 50 °C. Complementary geotextile single filament tensile tests were performed at different temperatures using a dynamic thermo-mechanical analyzer (DMA) to evaluate tensile strength properties of geotextile single filaments at elevated temperatures. The single filament studies are important since the interface strength between geotextiles and geomembranes is controlled by the fabric global matrix properties as well as the micro-scale characteristics of the geotextile and how it interacts with the geomembrane macro-topography. The peak interface strength for sand-geomembrane as well as geotextile-geomembrane interfaces depends on the geomembrane properties such as hardness and micro texture. To this end, the surface hardness of smooth HDPE and PVC geomembrane samples was measured at different temperatures in the temperature controlled chamber to evaluate how temperature changes affect the interface shear behavior and strength of geomembranes in combination with granular materials and/or geotextiles. The focus of this portion of the experimental work was to examine: i) the change in geomembrane hardness with temperature; ii) develop empirical relationships to predict shear strength properties of sand - geomembrane interfaces as a function of temperature; and iii) compare the results of empirically predicted frictional shear strength properties with the results of direct measurements from the interface shear tests performed at different elevated temperatures.

Αντικείμενο της διατριβής αυτής είναι η εργαστηριακή διερεύνηση της εφαρμογής του πρότυπου ΕΝ 13719 με το οποίο εκτιμάται η προστασία που παρέχουν γεωυφάσματα σε γεωμεμβράνες έναντι αστοχίας λόγω μηχανικών καταπονήσεων. Για την εκτέλεση των εργαστηριακών δοκιμών σχεδιάστηκε και κατασκευάστηκε κατάλληλη εργαστηριακή διάταξη καθώς και σύστημα μέτρησης παραμορφώσεων σύμφωνα με τις προβλέψεις του πρότυπου ΕΝ 13719. Ελέγχθηκαν συνολικά 16 μη υφασμένα γεωυφάσματα από ίνες πολυπροπυλενίου. Τα γεωυφάσματα προέρχονται από έξι διαφορετικούς κατασκευαστές και επιλέχτηκαν έτσι ώστε να καλύπτεται ικανό εύρος τιμών για τις φυσικές και μηχανικές ιδιότητές τους (μάζα ανά μονάδα επιφάνειας από 186 g/m 2 έως 1407 g/ m2, πάχος 1.6 mm έως 10.1 mm, αντοχή σε εφελκυσμό 11.5 kΝ/m έως 103.4 kN/m και αντοχή σε διάτρηση 2.1 kN έως 16.4 kN). Οι τιμές του δείκτη προστασίας που προσδιορίστηκαν σύμφωνα με το πρότυπο ΕΝ 13719, κυμαίνονται μεταξύ 22.6x103 kPa έως 59.5x103 kPa. Στο πλαίσιο της διερεύνησης, έγιναν παρατηρήσεις σχετικά με την ανισοκατανομή του εφαρμοζόμενου φορτίου στη βάση του προσομοιωμένου αδρανούς με βάση το μέγεθος και την κατανομή των παραμορφώσεων που αποτυπώνονται σε φύλλο μολύβδου. Η ανομοιομορφία των παραμορφώσεων ή των βυθίσεων του φύλλου μολύβδου είναι έντονη για την ονομαστική τάση των 300 kPa και μειώνεται όσο αυξάνεται η ονομαστική τάση (σε 600 kPa και 1100 kPa). Επιπλέον, διερευνήθηκε η εξέλιξη με το χρόνο της συμπίεσης του συνόλου των υλικών που συνθέτουν την εργαστηριακή διάταξη καθώς και η επίδραση του περιορισμού της χρονικής διάρκειας της δοκιμής (από 100 hr σε 25 hr ) τόσο στις μετρούμενες παραμορφώσεις όσο και στον υπολογιζόμενο δείκτη προστασίας. Τέλος, διερευνήθηκε η δυνατότητα συσχέτισης των τιμών του δείκτη προστασίας κατά ΕΝ 13719 με φυσικές και μηχανικές ιδιότητες των γεωυφασμάτων τόσο για σειρές γεωυφασμάτων από έναν κατασκευαστή όσο και για το σύνολο των γεωυφασμάτων που ελέγχθηκαν. Κατά την διάρκεια εκτέλεσης δοκιμής κατά ΕΝ 13719, η συνολική συμπίεση της εργαστηριακής διάταξης στο στάδιο σταθερού φορτίου οφείλεται πιθανότατα στη συμπίεση των υπόλοιπων υλικών της εργαστηριακής διάταξης και όχι στο ίδιο το γεωύφασμα. Το γεωύφασμα αναμένεται να έχει εξαντλήσει τη συμπιεστότητά του κατά το αρχικό στάδιο της δοκιμής, δηλαδή κατά την πρώτη ώρα, όπου το φορτίο αυξάνεται με σταθερό φορτίο έως ότου φτάσει τη μέγιστη προβλεπόμενη τιμή του. Τα πειραματικά δεδομένα χρόνου–συμπίεσης δοκιμών διάρκειας 25 hr προσαρμόζονται εξαιρετικά με καμπύλες της μορφής y= Alnx+B, επιτρέποντας την προεκβολή τους για χρονικό διάστημα 100 hr. Η πρόσθετη αναμενόμενη συμπίεση της εργαστηριακής διάταξης για το διάστημα 25 hr έως 100 hr δε σχετίζεται με το μέγεθος του εξωτερικά ασκούμενου φορτίου, δηλαδή προκύπτουν περίπου ίδιες μετακινήσεις για διαφορετικά φορτία. Οι δείκτες προστασίας που υπολογίζονται με τη δυσμενή υπόθεση ότι η πρόσθετη συμπίεση οφείλεται αποκλειστικά στη συμπίεση του ελαστικού υποστρώματος, διαφέρουν από 0% έως 1.4%, με μέσο όρο 0.6%, από τους δείκτες που υπολογίζονται από δοκιμές διάρκειας 25hr. Κατά συνέπεια, τα αποτελέσματα των δοκιμών με διάρκεια 25 hr είναι αντιπροσωπευτικά των αποτελεσμάτων που θα λαμβάνονταν εάν οι δοκιμές διαρκούσαν 100 hr και δίνουν μια πολύ καλή εκτίμηση του δείκτη προστασίας των γεωυφασμάτων. Για το σύνολο των γεωυφασμάτων που ελέγχθηκαν, οι τιμές του δείκτη προστασίας παρουσιάζουν αυξητική τάση με την αύξηση των τιμών των φυσικών ή/και των μηχανικών ιδιοτήτων των γεωυφασμάτων. Συσχετίσεις τόσο με τη μάζα ανά μονάδα επιφάνειας όσο και με τις μηχανικές ιδιότητες που ποιοτικά κυμαίνονται από πολύ καλές (γεωυφάσματα Geofabrics) έως ανύπαρκτες (γεωυφάσματα Synthetic Ind.). Συσχετίσεις του δείκτη προστασίας με το πάχος ή το ειδικό βάρος των γεωυφασμάτων είναι κατώτερες ποιοτικά της συσχέτισης με τη μάζα ανά μονάδα επιφάνειας. / This dissertation is a laboratorial investigation on the application of standard EN 13719. The purpose of this standard is to evaluate the protection provided to geomembranes by geotextiles, in order to avoid the failure due to mechanic stress. The tests (in laboratory) were conducted after designing and constructing a suitable device and a system of measurement for deformations according to the standard EN 13719 provisions. A total of 16 nonwoven polypropylene geotextiles, representing 6 manufacturers were checked in order to cover an adequate range of physical and mechanical properties (mass per unit area 186 g/m2 to 1407 g/m2, thickness 1.6mm to 10.1mm, tensile strength 11.5 kN/m to 103.4 kN/m and puncture resistance 2.1 kN to 16.4kN). The values of protection index obtained ranged between 22.6x103 kPa to 59.5 kPa. During the investigation, observations were made with respect to the nonuniform distribution of the applied load at the base of the standard aggregate, as represented by deformations of the metal sheet. This strain nonuniform distribution was more obvious for the smallest stress of 300 kPa. In addition, the total compression of the materials in the laboratorial device was examined and the influence of reduced test duration ( from 100 hr to 25 hr ) was evaluated. Finally, correlations were obtained between protection index and physical and mechanical properties of geotextiles from the same manufacturer and for all specimens. During the tests, the total compression of the materials in the laboratorial device under constant stress ( second stage ) was most probably due to all the materials except the geotextile. The geotextile perhaps had expended its compressibility at the first stage of the test when the stress was applied incrementally over a period of one hour. The compression – time data were filled by logarithmic curves in order to predict the compression at 100 hr. Protection index calculated for 100 hr varied from that for 25 hr by 0% to 1.4% with an average of 0.6%. Consequently, the results of testing for 25 hr were representative of those for 100hr and gave a very good estimation of the protection index . For the total of geotextiles tested, the protection index increased as the physical and mechanical properties increased. Correlations between protection index and mass per unit area and mechanical properties ranged from very good ( geotextiles Geofabrics) to nonexistent ( geotextiles Synthetic Ind.). Correlations between protection index and thickness or specific gravity were qualitatively lower than those between protection index and mass per unit area.

Αντικείμενο της Διατριβής αυτής είναι η εργαστηριακή διερεύνηση της εφαρμογής του πρότυπου ΕΝ 13719 με το οποίο εκτιμάται η προστασία που παρέχουν γεωυφάσματα σε γεωμεμβράνες έναντι αστοχίας λόγω μηχανικών καταπονήσεων. Για την εκτέλεση των εργαστηριακών δοκιμών σχεδιάστηκε και κατασκευάστηκε κατάλληλη εργαστηριακή διάταξη καθώς και σύστημα μέτρησης παραμορφώσεων σύμφωνα με τις προβλέψεις του πρότυπου ΕΝ 13719. Ελέγχθηκαν συνολικά 16 μη υφασμένα γεωυφάσματα από ίνες πολυπροπυλενίου. Τα γεωυφάσματα προέρχονται από έξι διαφορετικούς κατασκευαστές και επιλέχτηκαν έτσι ώστε να καλύπτεται ικανό εύρος τιμών για τις φυσικές και μηχανικές ιδιότητές τους (μάζα ανά μονάδα επιφάνειας από 186 g/ m 2 έως 1407 g/ m2, πάχος 1.6 mm έως 10.1 mm, αντοχή σε εφελκυσμό 11.5 kΝ/m έως 103.4 kN/m και αντοχή σε διάτρηση 2.1 kN έως 16.4 kN). Οι τιμές του δείκτη προστασίας που προσδιορίστηκαν σύμφωνα με το πρότυπο ΕΝ 13719, κυμαίνονται μεταξύ 22.6x103 kPa έως 59.5x103 kPa. Στο πλαίσιο της διερεύνησης, έγιναν παρατηρήσεις σχετικά με την ανισοκατανομή του εφαρμοζόμενου φορτίου στη βάση του προσομοιωμένου αδρανούς με βάση το μέγεθος και την κατανομή των παραμορφώσεων που αποτυπώνονται σε φύλλο μολύβδου. Η ανομοιομορφία των παραμορφώσεων ή των βυθίσεων του φύλλου μολύβδου είναι έντονη για την ονομαστική τάση των 300 kPa και μειώνεται όσο αυξάνεται η ονομαστική τάση (σε 600 kPa και 1100 kPa). Επιπλέον, διερευνήθηκε η εξέλιξη με το χρόνο της συμπίεσης του συνόλου των υλικών που συνθέτουν την εργαστηριακή διάταξη καθώς και η επίδραση του περιορισμού της χρονικής διάρκειας της δοκιμής (από 100 hr σε 25 hr) τόσο στις μετρούμενες παραμορφώσεις όσο και στον υπολογιζόμενο δείκτη προστασίας. Τέλος, διερευνήθηκε η δυνατότητα αντικατάστασης της προτεινόμενης από το πρότυπο διαδικασίας με άλλη απλούστερη και ταχύτερη στην εκτέλεσή της. Για το λόγο αυτό σχεδιάστηκε και κατασκευάστηκε κατάλληλη διάταξη, εκτελέστηκαν αντίστοιχες δοκιμές και τα αποτελέσματα συγκρίθηκαν με αυτά που προκύπτουν από δοκιμές που εκτελούνται εφαρμόζοντας το πρότυπο ΕΝ 13719. Κατά την διάρκεια εκτέλεσης δοκιμής κατά ΕΝ 13719, η συνολική συμπίεση της εργαστηριακής διάταξης στο στάδιο σταθερού φορτίου οφείλεται πιθανότατα στη συμπίεση των υπόλοιπων υλικών της εργαστηριακής διάταξης και όχι στο ίδιο το γεωύφασμα. Το γεωύφασμα αναμένεται να έχει εξαντλήσει τη συμπιεστότητά του κατά το αρχικό στάδιο της δοκιμής, δηλαδή κατά την πρώτη ώρα, όπου το φορτίο αυξάνεται με σταθερό φορτίο έως ότου φτάσει τη μέγιστη προβλεπόμενη τιμή του. Τα πειραματικά δεδομένα χρόνου–συμπίεσης δοκιμών διάρκειας 25 hr προσαρμόζονται εξαιρετικά με καμπύλες της μορφής , επιτρέποντας την προεκβολή τους για χρονικό διάστημα 100 hr. Η πρόσθετη αναμενόμενη συμπίεση της εργαστηριακής διάταξης για το διάστημα 25 hr έως 100 hr δε σχετίζεται με το μέγεθος του εξωτερικά ασκούμενου φορτίου, δηλαδή προκύπτουν περίπου ίδιες μετακινήσεις για διαφορετικά φορτία. Οι δείκτες προστασίας που υπολογίζονται με τη δυσμενή υπόθεση ότι η πρόσθετη συμπίεση οφείλεται αποκλειστικά στη συμπίεση του ελαστικού υποστρώματος, διαφέρουν από 0% έως 1.4%, με μέσο όρο 0.6%, από τους δείκτες που υπολογίζονται από δοκιμές διάρκειας 25hr. Κατά συνέπεια, τα αποτελέσματα των δοκιμών με διάρκεια 25 hr είναι αντιπροσωπευτικά των αποτελεσμάτων που θα λαμβάνονταν εάν οι δοκιμές διαρκούσαν 100 hr και δίνουν μια πολύ καλή εκτίμηση του δείκτη προστασίας των γεωυφασμάτων. Για το σύνολο των γεωυφασμάτων που ελέγχθηκαν, οι τιμές του δείκτη προστασίας παρουσιάζουν αυξητική τάση με την αύξηση των τιμών των φυσικών ή/και των μηχανικών ιδιοτήτων των γεωυφασμάτων. Η συσχέτιση του δείκτη προστασίας με φυσικές ή/και μηχανικές ιδιότητες μπορεί, ποιοτικά, να είναι από πολύ καλή έως και αδύνατη. Οι τιμές του δείκτη προστασίας που προέκυψαν από δοκιμές που εκτελέστηκαν με απλοποιημένη διάταξη και διαδικασίες (μηδενικός χρόνος διατήρησης σταθερού φορτίου, μια στρώση σφαιρών, διπλάσια ονομαστική τάση) διαφέρουν από 1% έως 24%, με μέσο όρο 10%, από τις τιμές που υπολογίζονται κατά ΕΝ 13719. Κατά συνέπεια, ενισχύεται η άποψη ότι η πρότυπη δοκιμή μπορεί να προσομοιωθεί πολύ ικανοποιητικά με χρήση απλούστερης εργαστηριακής διάταξης πετυχαίνοντας σημαντική μείωση του απαιτούμενου χρόνου για την εκτέλεσή της. / This dissertation is a laboratory investigation of the application of Standard EN 13719 which has been established in order to evaluate the protection provided to geomembranes by geotextiles against failure due to external mechanical loads. For the purposes of this investigation, a suitable device and a system for deformation measurement were designed and conducted according to the provisions of standard EN 13719. A total of 16 nonwoven polypropylene geotextiles, representing 6 manufacturers were tested in order to cover an adequate range of physical and mechanical properties (mass per unit area 186 g/m2 to 1407 g/m2, thickness 1.6mm to 10.1mm, tensile strength 11.5 kN/m to 103.4 kN/m and puncture resistance 2.1 kN to 16.4kN). The values of protection index obtained ranged between 22.6x103 kPa to 59.5 x103 kPa. During the investigation, observations were made with respect to the nonuniform distribution of the applied load at the base of the standard aggregate, as represented by deformations of the metal sheet. This strain nonuniform distribution was more pronounced for the smallest applied stress of 300 kPa. In addition, the total compression of the materials in the laboratory device was examined and the influence of reduced test duration (from 100 hr to 25 hr) was evaluated. Finally, correlations were obtained between protection index and physical and mechanical properties of geotextiles from the same manufacturer as well as for all samples tested. During the tests, the observed total compression of the materials in the laboratory device under constant stress (second stage) was most probably due to the rest of the materials and not to the geotextile itself. The geotextile is expected to have had expended its compressibility during the first stage of the test when the stress was applied incrementally over a period of one hour. The compression – time data were fitted by logarithmic curves in order to predict the compression at 100 hr. Protection index values calculated for a test duration of 100 hr varied from those measured for 25 hr by 0% to 1.4% with an average of 0.6%. Consequently, the results of testing for 25 hr were representative of those for 100hr and gave a very good estimation of the protection index . For the total of geotextiles tested, the protection index values increased as the physical and mechanical properties values increased. Correlations between protection index and mass per unit area and mechanical properties ranged from very good (Geofabrics geotextiles) to nonexistent (Synthetic Ind. geotextiles). Correlations between protection index and thickness or specific gravity were qualitatively lower than those between protection index and mass per unit area. The protection index values obtained from tests conducted with a simplified laboratory divice and simplified procedures (no time allowed for constant load, one layer of spheres, double values for applied stress) differed by 1% to 24%, with an average of 10%, from the protection index values obtained according to EN 13719. Accordingly, there are strong indications that the standard procedures can be adequately simulated using simpler laboratory device and procedures and reducing significantly the required testing time.

Geosynthetic tubes have the potential to replace the traditional flood protection device of sandbagging. These tubes are manufactured with many individual designs and configurations. A small number of studies have been conducted on the geosynthetic tubes as water barriers. Within these studies, none have discussed the dynamics of unanchored geosynthetic tubes. A two-dimensional equilibrium and vibration analysis of a freestanding geosynthetic tube is executed. Air and water are the two internal materials investigated. Three foundation variations are considered: rigid, Winkler, and Pasternak. Mathematica 4.2 was employed to solve the nonlinear equilibrium and dynamic equations, incorporating boundary conditions by use of a shooting method. General assumptions are made that involve the geotextile material and supporting surface. The geosynthetic material is assumed to act like an inextensible membrane and bending resistance is neglected. Friction between the tube and rigid supporting surface is neglected. Added features of viscous damping and added mass of the water were applied to the rigid foundation study of the vibrations about the freestanding equilibrium configuration. Results from the equilibrium and dynamic analysis include circumferential tension, contact length, equilibrium and vibration shapes, tube settlement, and natural frequencies. Natural frequencies for the first four mode shapes were computed. Future models may incorporate the frequencies or combinations of the frequencies found here and develop dynamic loading simulations. / Master of Science

A series of laboratory accelerated immersion tests are used to examine the effects of different chemicals found in municipal solid waste leachate, geomembrane thickness, and incubation temperatures on the degradation of different high density polyethylene geomembranes. It was found that surfactant was the key leachate constituent affecting antioxidant depletion while salts accelerated degradation of the mechanical properties, especially stress crack resistance. Immersed in synthetic leachate, the time to nominal failure at 35oC was predicted to be 62% longer for the 2.5 mm, and 12% longer for the 2.0 mm, than for the 1.5 mm geomembrane tested. The antioxidant depletion in synthetic leachate and air at temperatures > 85oC was consistent with what would be expected from Arrhenius modeling based on data from lower temperatures (≤ 85oC). However, the early depletion rates in water incubation decreased with the increase of the temperature above 100oC. It was also found that at temperatures above 100oC, there was significant change in the polymer morphology that affected the stress crack resistance at early incubation times prior to polymer degradation. Large-scale geosynthetic liner longevity simulators (GLLSs) which simulated field conditions were used to investigate the susceptibility of pre-aged high density polyethylene geomembranes to stress cracking and to evaluate the performance of geomembranes under a 150 mm sand protection layer. A pre-aged geomembrane with a 560 g/m2 geotextile protection layer experienced brittle rupture at local gravel indentations. The time to failure was correlated to the incubation temperatures. The use of a sand protection layer not only delayed antioxidant depletion compared to that with a traditional geotextile protection but also substantially reduced the long-term tensile strains in the geomembrane below the allowable strain limits. / Thesis (Ph.D, Civil Engineering) -- Queen's University, 2013-11-26 12:36:01.538

Os constantes vazamentos de combustíveis derivados do petróleo nos postos de abastecimento têm gerado grande preocupação em diversos países do mundo. Estes combustíveis apresentam em sua composição compostos orgânicos, entre eles os hidrocarbonetos poliaromáticos (HPAs) nocivos à saúde humana. Este trabalho visa ao estudo da eficiência de uma camada de impermeabilização, constituída por uma Geomembrana de Polietileno de Alta Densidade (PEAD) de 2,5 mm de espessura. Os estudos se basearam em análises físicas (Densidade), mecânicas (Tração e Permeabilidade) e térmicas (Calorimetria de Varredura Diferencial) da geomembrana exposta aos três combustíveis, além de analisar a estanqueidade por Difusão, na geomembrana intacta. Os resultados mostraram que: a densidade das geomembranas sofre pequenas variações, e que para um período de até 6 meses o parâmetro é mantido; as resistências mecânicas apresentam maior influência nas suas propriedades em relação ao óleo diesel e gasolina, e menor para o álcool; os testes de análise térmica mostram que as cadeias poliméricas mantiveram as ligações atômicas, baseado nas temperaturas de fusão e degradação; os testes de permeabilidade ao vapor d\'água mostram que a geomembrana exposta à gasolina apresenta tendência de aumento da permeabilidade em função do tempo; os resultados dos testes de impermeabilização a um grupo de compostos policíclicos aromáticos, mostram que a geomembrana apresenta desempenho menos satisfatório para os compostos antraceno e naftaleno. A geomembrana de polietileno de alta densidade de 2,5 mm é uma boa alternativa na prevenção da contaminação pelos compostos estudados, até um período aproximado de um ano, tendo em vista seu desempenho no período estudado. / The constant petrol fuel leaks in gas stations has been caused concern in many countries around the world. This fuel has toxic organic compounds in their composition, like Polyciclic Aromatic Hidrocarbons (PAHs) harmful to the human health. In this work the efficiency of the protection layer with a Hight Density Polyetilene Geomembrane (HDPE) 2.5 mm thickness was used. The study is based upon the physical (density), mecanical (Tensile and Permeability) and thermal tests (Differential Scanning Calorimetry) and was used for the three fuels, as well as the difusion test of intact geomembrane. The results show that the geomembrane density has changed a little bit, holding the standard values up to 6 months; the mecanical resistence decreases in diesel oil and gasoline, and increases in alcohol; the thermic analisys tests show that the polimeric chains maintain the same chemical bonds, based on the melting point and degradation temperature; the water vapor permeability test shows, as the time increases, the water vapor throught the geomembrane which was exposed to gasoline tends to increase; the results of impermeabilization test of a poliaromatic compound group shows that the geomembrane is less efective to antracene and naftalene compounds. The hight density polyethylene geomembrane of 2.5 mm thickness is a good alternative preventing contamination of water and soil, by the compounds under stusy, about up to one year, based on this time of study performance.

Os constantes vazamentos de combustíveis derivados do petróleo nos postos de abastecimento têm gerado grande preocupação em diversos países do mundo. Estes combustíveis apresentam em sua composição compostos orgânicos, entre eles os hidrocarbonetos poliaromáticos (HPAs) nocivos à saúde humana. Este trabalho visa ao estudo da eficiência de uma camada de impermeabilização, constituída por uma Geomembrana de Polietileno de Alta Densidade (PEAD) de 2,5 mm de espessura. Os estudos se basearam em análises físicas (Densidade), mecânicas (Tração e Permeabilidade) e térmicas (Calorimetria de Varredura Diferencial) da geomembrana exposta aos três combustíveis, além de analisar a estanqueidade por Difusão, na geomembrana intacta. Os resultados mostraram que: a densidade das geomembranas sofre pequenas variações, e que para um período de até 6 meses o parâmetro é mantido; as resistências mecânicas apresentam maior influência nas suas propriedades em relação ao óleo diesel e gasolina, e menor para o álcool; os testes de análise térmica mostram que as cadeias poliméricas mantiveram as ligações atômicas, baseado nas temperaturas de fusão e degradação; os testes de permeabilidade ao vapor d\'água mostram que a geomembrana exposta à gasolina apresenta tendência de aumento da permeabilidade em função do tempo; os resultados dos testes de impermeabilização a um grupo de compostos policíclicos aromáticos, mostram que a geomembrana apresenta desempenho menos satisfatório para os compostos antraceno e naftaleno. A geomembrana de polietileno de alta densidade de 2,5 mm é uma boa alternativa na prevenção da contaminação pelos compostos estudados, até um período aproximado de um ano, tendo em vista seu desempenho no período estudado. / The constant petrol fuel leaks in gas stations has been caused concern in many countries around the world. This fuel has toxic organic compounds in their composition, like Polyciclic Aromatic Hidrocarbons (PAHs) harmful to the human health. In this work the efficiency of the protection layer with a Hight Density Polyetilene Geomembrane (HDPE) 2.5 mm thickness was used. The study is based upon the physical (density), mecanical (Tensile and Permeability) and thermal tests (Differential Scanning Calorimetry) and was used for the three fuels, as well as the difusion test of intact geomembrane. The results show that the geomembrane density has changed a little bit, holding the standard values up to 6 months; the mecanical resistence decreases in diesel oil and gasoline, and increases in alcohol; the thermic analisys tests show that the polimeric chains maintain the same chemical bonds, based on the melting point and degradation temperature; the water vapor permeability test shows, as the time increases, the water vapor throught the geomembrane which was exposed to gasoline tends to increase; the results of impermeabilization test of a poliaromatic compound group shows that the geomembrane is less efective to antracene and naftalene compounds. The hight density polyethylene geomembrane of 2.5 mm thickness is a good alternative preventing contamination of water and soil, by the compounds under stusy, about up to one year, based on this time of study performance.

Syfte: Rödfyr är gruvavfall från förbränning av alunskiffer. Materialet finns i naturen på många platser i Västra Götaland. Fram till 80-talet användes rödfyren som utfyllnadsmaterial men numera är användningen begränsad då materialet lakar tungmetaller. Mängden avfall som går till deponi skall minskas. Möjligheten att deponera rödfyrsmassor är därmed begränsad då områden med rödfyrshögar skall bebyggas. Syftet med denna studie är därför att öka kunskapen om hur rödfyrsmassor kan hanteras på ett miljömässigt och ekonomiskt sätt. Målet är att ge förslag på användningsområden och hanteringsmetoder för rödfyrsmassor för att bidra till bättre miljö och ekonomiska och förutsättningar. Genom att utreda vilka krav som ställs på användning av rödfyr, söktes svar på möjliga användningsområden och konstruktionslösningar för att minska lakningen. Denna studie är ett examensarbete som genomförts i samarbete med Skövde kommun. Metod: Valda metoder för datainsamling är litteraturstudie, dokumentanalys samt semi-strukturerade intervjuer. I litteraturstudien studerades litteratur om avfall, rödfyr, och efterbehandlingsmetoder. I dokumentanalysen studerades miljöutredningar för rödfyr för att erhålla kunskap om lakningen. Intervjuerna gav information om tillståndsmyndigheternas arbete med rödfyr, och sakkunnigas förslag på hur rödfyr bör användas och hanteras. Resultat: Studien visade att det finns andra användningsområden än deponi, samt att det finns metoder för att begränsa rödfyrens lakning. Det måste finnas kunskaper om hur rödfyrens spridning sker vid omröring och flytt. Att förhindra lakning kan uppnås genom att kapsla in rödfyren med hjälp av olika tätskikt. Detta innebär att rödfyren kan nyttjas som en resurs, ytor blir tillgängliga för exploatering, samt att rödfyren inte är tillgänglig för människor, och att lakningen till grundvattnet minskas. Konsekvenser: Rödfyr kan användas som utfyllnadsmaterial vid mindre känslig markanvändning, såsom industriområden och vägar. Detta är under förutsättning att övertäckning av massorna sker för att undvika lakning. Asfaltsytor, i kombination med ett tätskikt på ovansida, samt vertikala sidor, begränsar lakningen avsevärt. Överytan kan då utnyttjas för exploatering. Transportsträckan är ofta ekonomiskt avgörande för om rödfyren kan flyttas eller inte. Om rödfyren kan nyttjas för utfyllnadsändamål minskar kostnaden för inköp av material, och nya uttag av massor belastar inte miljön. Begränsningar: Den rödfyr som studerats är den som finns i Skövde Kommun. Studien bör dock kunna tillämpas på övriga länet. En begränsning är att intervjustudien inte genomfördes så omfattande. Ytterligare hade genomförande av skaktester i studien kunnat bidra med kunskap. På grund av den tid som krävs för detta var det ej möjligt. Dock erhölls bekräftande svar från de olika metoderna, och slutsatser kunde därmed trianguleras. / Purpose: Burnt alum shale is mining waste derived from combustion of the same rock. It exists in several places in Västra Götaland. Alum shale was previously used as filling but nowadays the use is limited thus the material is leaching heavy metals. The amount of waste normally put in landfills shall now be diminishing. Therefore the possibility to landfilling alum shale is limited. The purpose of this study is to increase the knowledge of how alum shale can be dealt with in an environmentally safe and economically beneficial way. The goal is to bring out suggestions for applications of use and ways of handling the excavations to contribute to a better environment and to achieve better financial conditions. By investigate what claims need to be achieved for the possibility of using Alum shale, useful areas of use and suitable management where brought forward. This study has been composed as a mean to get a bachelor degree in engineering, with the benefitial partner Skövde kommun. Method: Literature study, document analysis and interviews where used as research methods. Research on waste, alum shale and remediation techniques where studied in the literature study. In the document analysis, environmental study were analysed to retain knowledge of leachate. The interviews presented information of the authorities work with alum shale and experts’ suggestions of how alum shale can be used and handled. Findings: This study showed that there is other applications than landfills, and that there is methods to limit the leachate. If to be used, knowledge of the alum shale’s propensity of spreading due to stirring and relocation must be known. To inhibit leachate van be achieved by encapsulate the alum shale by waterproofing. This means that the alum shale can be used as a resource. Areas will be available for exploitation, it will not affect people in the surroundings, and the leachate to the groundwater will diminish. Implications: At minor sensitive land use, alum shale can be used as filling material, such as industrial areas and roads. This implicates waterproofing of the material. Asphalted surface, in combination of waterproofing the top surface and the vertical sides limits the leachate of metals considerably. The haul is often ruling the possibility to relocate the shale. If the alum shale, at disposal, could be used for filling purposes, the cost of purchasing new material, and outlet of new raw material does not need to burden the environment. Limitations: The alum shale studied is the one of Skövde County. The study should though be applicable to the whole of Västra Götaland. Not having the time to expand the interviews and include more people with research experience and expertise, is one of the limitations of this study. Also, carry out leachate tests could have contributed with more knowledge.