Fundações de construções submetidas a esforços de tração em solo de alta porosidade da região de Campinas - SP

This paper presents the behavior of three bored piles conducted in diabasic soil submitted to uplift forces. The piles were built at the site for Experimental Studies in Soil Mechanics and Foundations of UNICAMP, located in the city of Campinas, Brazil. Field tests have already been conducted at the site (SPT, CPT, DMT and PMT), as well as laboratory tests by using sample soils taken from a well up to 17 m deep. The water table is not checked until a depth of 17 m. In order to check the behavior of the piles when submitted to uplift forces, slow static load tests were carried out as the recommendations of NBR 12131. The carrying capacity of these piles was also provided by means of theoretical methods, appropriate for uplift forces, and through semi-empirical methods appropriate for compression forces, considering only the portion of lateral resistance. The values estimated by using the considered methods were compared to those obtained by means of load tests. One of the tested piles was extracted from the soil to be the subject of a study on its geometry.

Complex-order dynamics in hexapod locomotion

This paper studies the dynamics of foot–ground interaction in hexapod locomotion systems. For that objective the robot motion is characterized in terms of several locomotion variables and the ground is modelled through a non-linear spring-dashpot system, with parameters based on the studies of soil mechanics. Moreover, it is adopted an algorithm with foot-force feedback to control the robot locomotion. A set of model-based experiments reveals the influence of the locomotion velocity on the foot–ground transfer function, which presents complex-order dynamics.

Proposta de consolidació d'un talús a l'estadi municipal de futbol de Montilivi (Girona)

L’estudi pretén comprovar que el talús adjacent a la grada est de l’Estadimunicipal de Montilivi no és estable i posteriorment proposar una mesura correctora, dimensionar-la i comprovar-la amb un programa d’ordinador específic Els antecedents al problema són els següents: A la ciutat de Girona, concretament al barri de Montilivi existeix un problemàtica que es va reiterant any rere any. Degut a les característiques geomecàniques del seu subsòl, argiles expansives, quan s’augmenta les condicions d’humitat del terreny, es produeix una solifluxió del terreny i desencadena en esllavissades. S’hi ha intentat posar solució però el fet és que només s’ha apedaçat el problema. A l’any 1996 es produeix la primera esllavissada del talús. S’ensorra la grada preferent del camp del Girona. El 7 de maig de 2004. Un nou esfondrament a la grada est de l’estadi que afecta al nou vial d’accés a la Universitat de Girona. Finalment, i després de la gran nevada del 2010, es produeix una nova esllavissada en elrecinte de l’obra d’ampliació de l’estadi de Montilivi

Debris flow susceptibility mapping at a regional scale along the National Road N7, Argentina

A first assessment of debris flow susceptibility at a large scale was performed along the National Road N7, Argentina. Numerous catchments are prone to debris flows and likely to endanger the road-users. A 1:50,000 susceptibility map was created. The use of a DEM (grid 30 m) associated to three complementary criteria (slope, contributing area, curvature) allowed the identification of potential source areas. The debris flow spreading was estimated using a process- and GISbased model (Flow-R) based on basic probabilistic and energy calculations. The best-fit values for the coefficient of friction and the mass-to-drag ratio of the PCM model were found to be ? = 0.02 and M/D = 180 and the resulting propagation on one of the calibration site was validated using the Coulomb friction model. The results are realistic and will be useful to determine which areas need to be prioritized for detailed studies.

Structural characterization of rockfall sources in Yosemite Valley from remote sensing data and field surveys

Yosemite Valley poses significant rockfall hazard and related risk due to its glacially steepened walls and approximately 4 million visitors annually. To assess rockfall hazard, it is necessary to evaluate the geologic structure that contributes to the destabilization of rockfall sources and locate the most probable future source areas. Coupling new remote sensing techniques (Terrestrial Laser Scanning, Aerial Laser Scanning) and traditional field surveys, we investigated the regional geologic and structural setting, the orientation of the primary discontinuity sets for large areas of Yosemite Valley, and the specific discontinuity sets present at active rockfall sources. This information, combined with better understanding of the geologic processes that contribute to the progressive destabilization and triggering of granitic rock slabs, contributes to a more accurate rockfall susceptibility assessment for Yosemite Valley and elsewhere.

Experiments on substratum roughness, grainsize and volume influence on the motion and spreading of rock avalanches

The main objective of the research is to link granular physics with the modelling of rock avalanches. Laboratory experiments consist to find a convenient granular material, i.e. grainsize and physical behaviour, and testing it on simple slope geometry. When the appropriate sliding material is selected, we attempted to model the debris avalanche and the spreading on a slope with different substratum to understand the relationship between the volume and the reach angle, i.e. angle of the line joining the top of the scar and the end of the deposit. For a better understanding of the mass spreading, the deposits are scanned with a laser scanner. Datasets are compared to see how the grain size and volume influence a debris avalanche. The relationship between the roughness and grainsize of the substratum shows that the spreading of the sliding mass is increased when the roughness of the substratum starts to be equivalent or greater than the grainsize of the flowing mass. The runout distance displays a more complex relationship, because a long runout distance implies that grains are less spread. This means that if the substratum is too rough the distance diminishes, as well if it is too smooth because the effect on the apparent friction decreases. Up to now our findings do not permit to validate any previous model (Melosh, 1987; Bagnold 1956).

La relació entre el valor N30 de L'SPT i la resistència a la compressió simple

The unconfined compression strength is a geotechnical parameter frequently used to determine the bearing capacity of foundations on clayey soils. Its value can be obtained from the unconfined compression test and, among several in situ tests, the standard penetration test (SPT). However, a comparison between the values of such a strength determined by both tests in CL, CL-ML and CH soils shows that it does not exist an approximate relationship. In any case it is remarkable that values of the test conducted in the laboratory fit between the lower and the higher ones calculated from the standard penetration number. This is very important for those geotechnical reports in which the unconfined compression strength is only based on the SPT. In this way, if the lower value is taken to evaluate the ultimate soilbearing capacity the result will not be very accurate but it will probably be by the side of safety

Características geológicas y geotécnicas de los lodos de flotación de la Sierra Minera de Cartagena-La Unión (SE España)

We present the results of a geological and geotechnical characterization of the metallurgic waste from the Sierra Minera de Cartagena-La Union. We have studied eight tailings dams from which we collected and analysed 42 samples of metallurgic waste. We measured grainsize distribution, the specific gravity of solid particles, plasticity index, permeability, both in situ and in the laboratory, direct shear characteristicsand moisture content. According to size distribution the tailings can be classified as sandy silt. Their plasticity index ranges from medium to nil. The internal friction angle varies between 28 and 42 degrees. Cohesion is between 0 and 2.2 t/m2. The specific gravity of the solid particles ranges widely from 1.8 to 4 g/cm3. The saturated hydraulic conductivity values vary between 1.3x 10-5 and 3.2x 10-9 m/s.The water content measured in situ shows that the degree of saturation remains relatively high despite low rainfall and high evaporation rates. Several tailings dams have failed. The leading causes of tailings-dam failure are: 1) slope instability; 2) overflow; 3) erosion; and 4) subsidence or collapse. The main factor leading to dam failure is that the tailings stored in the ponds are highly saturated

La geotecnia vertical aplicada a la rehabilitación de yacimientos pleistocenos

La aplicación de una serie de técnicas propias de la geotecnia vertical y de la consolidación de taludes y laderas inestables se presenta por primera vez aplicada a la rehabilitación de yacimientos pleistocenos ubicados en antiguas canteras. Un conjunto de actuaciones especializadas permite garantizar la seguridad en los trabajos así como la preservación de la integridad de los yacimientos ubicados en cortes verticales y laderas rocosas. La rehabilitación realizada en el yacimiento de la Cova del Rinoceront (macizo del Garraf, NE de España), ubicado en el frente de explotación de una antigua cantera de piedra caliza, es el primer ejemplo conocido en la Península Ibérica donde la geotecnia vertical hasido utilizada en este tipo de contextos y, por lo tanto, los resultados pueden ser utilizados como un posible modelo de futuro para próximas intervenciones.

Monitoring and failure mechanism interpretation of an unstable slope in Southern Switzerland based on terrestrial laser scanner

We present the application of terrestrial laser scanning (TLS) for the monitoring and characterization of an active landslide area in Val Canaria (Ticino, Southern Swiss Alps). At catchment scale, the study area is affected by a large Deep Seated Gravitational Slope Deformation (DSGSD) area presenting, in the lower boundary, several retrogressive landslides active since the 1990s. Due to its frequent landslide events this area was periodically monitored by TLS since 2006. Periodic acquisitions provided new information on 3D displacements at the bottom of slope and the detection of centimetre to decimetre level scale changes (e.g. rockfall and pre-failure deformations). In October 2009, a major slope collapse occured at the bottom of the most unstable area. Based on the comparison between TLS data before and after the collapse, we carried out a detailed failure mechanism analysis and volume calculation.

Armourstone revetments : will standard design criteria prevent failure? /

Bank stabilization structures are used to prevent the loss of valuable land within the urban environment and the decision for the type of structure used depends on the properties of the stream. In the urban areas of Southern Ontario there is a preference for the use of armourstone blocks as bank stabilization. The armourstone revetment is a free standing stone structure with large blocks of stone layered vertically and offset from one another. During fieldwork at Forty Mile Creek in Grimsby, Ontario armourstone failure was identified by the removal of two stones within one column from the wall. Since the footer stones were still in place, toe scour was eliminated as a cause of failure. Through theoretical, field, and experimental work the process of suction has been identified as a mode of failure for the armourstone wall and the process of suction works similarly to quarrying large blocks of rock off bedrock streambeds. The theory of lateral suction has previously not been taken into consideration for the design of these walls. The physical and hydraulic evidence found in the field and studied during experimental work indicate that the armourstone wall is vulnerable to the process of suction. The forces exerted by the flow and the resistance of the block determine the stability of the armourstone block within the wall. The design of the armourstone wall, high surface velocities, and short pulses of faster flowing water within the profile could contribute to armourstone failure by providing the forces needed for suction to occur, therefore adjustments to the design of the wall should be made in order to limit the effect.

La relació entre el valor N30 de L'SPT i la resistència a la compressió simple

The unconfined compression strength is a geotechnical parameter frequently used to determine the bearing capacity of foundations on clayey soils. Its value can be obtained from the unconfined compression test and, among several in situ tests, the standard penetration test (SPT). However, a comparison between the values of such a strength determined by both tests in CL, CL-ML and CH soils shows that it does not exist an approximate relationship. In any case it is remarkable that values of the test conducted in the laboratory fit between the lower and the higher ones calculated from the standard penetration number. This is very important for those geotechnical reports in which the unconfined compression strength is only based on the SPT. In this way, if the lower value is taken to evaluate the ultimate soilbearing capacity the result will not be very accurate but it will probably be by the side of safety

Fundações superficiais para linhas de transmissão em argilas moles saturadas

As fundações empregadas para linhas de transmissão de alta tensão em depósitos de argilas moles saturadas são geralmente estacas. No Rio Grande do Sul, projetos alternativos com fundações superficiais foram empregados em forma experimental para torres de suspensão, as quais apresentaram bom desempenho com menor custo. Esta pesquisa visa apontar critérios racionais da mecânica dos solos que permitam projetar, a partir do conhecimento do perfil de resistência não drenada, fundações superficiais em depósitos de argilas moles saturadas com maior confiabilidade. Para a determinaçao do perfil de resistência não drenada foi desenvolvido um cone manual com leituras elétricas, o qual foi testado apresentando bons resultados. A vantagem do uso deste equipamento reside no fato de que pode ser transportado manualmente a locais de difícil acesso, onde são implantadas as torres de alta tensão. Os demais parâmetros de solos do local de estudo, situado no município de Canoas no Rio Grande do Sul, foram obtidos a partir de ensaios de compressão triaxial do tipo adensado isotropicamente não drenado (CIU) com medida de poro pressão e de ensaios de adensamento. Foram analisadas as fundações superficiais das torres de suspensão projetadas, empregando teorias analíticas convencionais, baseadas no conhecimento da resistência não drenada, e o método de elementos finitos. A partir deste estudo, é sugerida uma metodologia para projetos de fundações superficiais de torres de suspensão em argilas moles saturadas.

Efeito da compactação do solo no desenvolvimento aéreo e radicular de cultivares de milho

O objetivo deste trabalho foi avaliar o desenvolvimento aéreo e radicular de duas cultivares de milho (Zea mays L.), em solo submetido a quatro níveis de compactação. Utilizou-se um Latossolo Vermelho-Escuro distroférrico de textura média, em vasos montados com anéis de PVC sobrepostos, com diâmetro interno de 14,5 cm e altura de 35 cm. Os níveis de compactação utilizados em subsuperfície foram caracterizados pelas densidades do solo de 1,28, 1,42, 1,56 e 1,69 Mg m³. As cultivares de milho foram o híbrido AG-5011 e a variedade Sol da Manhã. Aos 40 dias após a emergência das plantas, determinaram-se as massas da matéria seca da parte aérea e das raízes, a densidade do comprimento radicular e o diâmetro médio radicular. A compactação do solo comprometeu o desenvolvimento das plantas de milho híbrido e da variedade na mesma intensidade. Apesar de alterar a distribuição do sistema radicular ao longo do perfil do solo, o impedimento físico em subsuperfície não diminuiu a produção total de raízes de milho. O diâmetro médio radicular apresentou alta correlação com o crescimento de raízes no solo compactado. O sistema radicular do milho não é capaz de romper uma camada compactada de solo com resistência mecânica da ordem de 1,4 MPa.

Performance of low/correct pressure radial ply tires

Extensive field testes were conducted using the UCD single wheel tester employing three large radial ply tractor tires in two different soils, four different soil conditions, two axle load levels, and three levels of tire inflation pressures in order to quantify the benefits of using low/correct inflation pressures. During these tests slip, net traction, gross traction, and dynamic axle load were recorded. Furthermore, soil moisture content, cone index, and dry bulk density data were obtained at test locations. The results of the analysis showed a significant increase in net traction and traction efficiency when low/correct inflation was used. Benefits of using low/correct pressure was higher in tilled soil conditions.