Master of Science / Department of Horticulture, Forestry, and Recreation Resources / Cary L. Rivard / Grafting with inter-specific hybrid rootstock is effective for tomato (Solanum lycopersicum) growers looking to reduce soilborne disease organically and increase fruit yield in the Southeastern US. However, production with grafted tomatoes has not been tested in the Great Plains region of the US. Small-acreage growers would like to produce grafted plants themselves, but many have difficulty with propagation due to water stress in the scion post-grafting and/or high temperatures within healing chambers. Growers may be able to reduce water stress post-grafting by removing the upper portion of the shoot to reduce leaf surface area, but no data exist on the potential effects of this practice on mature plant yield. Five high tunnel and one open-field study were conducted in 2011 and 2012 to investigate yield effects related to the use of two rootstocks and shoot removal during the grafting procedure. Grafting significantly increased fruit yield in five of the six trials (P<0.05). The average yield increases by Maxifort and ‘Trooper Lite’ rootstocks were 53% and 51%, respectively, across all trials. In some trials shoot removal during the grafting process reduced yield and could depend upon rootstock vigor. Another series of experiments were performed testing the efficacy of shoot removal for graft survival during the healing period prior to field planting. Five healing chambers designs were evaluated, and no significant effects of treatment design were observed upon grafted seedling survival. Plants grafted with no chamber had success rates of 81% to 91%. Additionally, three grafting leaf removal techniques were studied, and a partial leaf removal method had significantly higher success rates as compared to fully foliated and defoliated plants (P<0.05). Partial leaf removal may be recommended as a way to reduce water stress in the plant, and could potentially be a way to simplify the grafting process for small-scale producers.

Amostras indeformadas de um solo residual foram coletadas na zona oeste da cidade de São Paulo com o intuito de caracterizar o solo e estudar seu comportamento mecânico. Sua composição mineralógica é apresentada, assim como um estudo microscópico que identifica alguns destes minerais e evidencia sua microestrutura. Desse modo, é discutido como sua mineralogia e microestrutura influenciam em seu comportamento mecânico, estudado por meio de ensaios edométricos e de ensaios triaxiais convencionais de carregamento axial. Analisou-se sua compressibilidade, permeabilidade, seu grau de estruturação, suas relações tensão-deformação e envoltórias de escoamento, de ruptura e de Estados Críticos. O solo foi caracterizado como saprolítico, proveniente de um biotita-gnaisse milonitizado. A partir dos resultados obtidos a respeito do comportamento do solo, três modelos constitutivos escolhidos para estudo foram calibrados: elástico linear, elasto-plástico perfeito (Mohr-Coulomb) e elasto-plástico com endurecimento (Hardening-Soil). Com esta modelagem matemática, foi concebida uma modelagem numérica tridimensional de elementos finitos, a fim de simular a escavação de um túnel e de obter as trajetórias de tensões atuantes ao seu redor devidas a sua escavação. Outros ensaios triaxiais foram executados, desta vez seguindo-se as trajetórias de tensões obtidas numericamente. Os parâmetros elásticos dos três modelos constitutivos foram determinados para cada trajetória de tensões e o maciço envolvente à escavação foi modelado como sendo mecanicamente heterogêneo. Ou seja, limitaram-se zonas ao redor do túnel com diferentes propriedades mecânicas em função da trajetória de tensões atuante. Por fim, são comparados os parâmetros geotécnicos determinados com diferentes trajetórias de tensões, assim como os resultados obtidos com ambas as modelagens numéricas. / Undisturbed samples of a residual soil had been collected from the west zone of São Paulo city, in order to characterize the soil and study its mechanical behaviour. Its mineralogical composition is presented, as well as a microscopic study which identifies some of these minerals and evinces its microstructure. Thus, how the soil mineralogy and microstructure influence its mechanical behaviour is discussed, which was studied by means of oedometer tests and conventional axial loading triaxial tests. One analysed the soil compressibility, permeability, structuring degree, stress-strain relations and yielding, rupture and Critical State envelopes. The soil had been characterized as saprolite, derived from a biotite-gneiss. Based on the results concerning the soil behaviour, three constitutive models were calibrated: linear elastic, elastic perfectly plastic (Mohr-Coulomb), and elastic-plastic with hardening (Hardening Soil). With this mathematical modelling, a three-dimensional numerical model with finite elements was designed, for the purpose of simulating a tunnel excavation and obtaining the stress paths around it due to its excavation. Other triaxial tests were carried out, this time by following the stress paths numerically obtained. The elastic parameters of the three constitutive models had been determined for each stress path and the ground surrounding the excavation had been modelled as a mechanically heterogeneous media. I.e., zones around the tunnel had been limited by its different mechanical properties, as a function of the actual stress path. Finally, the geotechnical parameters determined by different stress paths are compared, as well as the results obtained for both numerical models.

Novas tecnologias estão sendo desenvolvidas constantemente para coletar informações de superfícies ou de sólidos para diversas finalidades. Alguns métodos clássicos, como a Topografia e a Fotogrametria terrestre, com o passar dos anos, tiveram uma grande evolução. Na Fotogrametria terrestre todo o processo está sendo feito em meio digital. Na topografia, as estações totais automatizaram a medição de ângulos e distâncias. Essa evolução tecnológica fez com que os levantamentos se tornassem cada vez mais rápidos e precisos, aumentando a produtividade. O mais recente nessa evolução é o levantamento através do sistema de varredura a laser (Laser Scanner) 3D. São muitas as aplicações dessa tecnologia, dentre as quais pode-se citar: túneis, levantamento do como construído (as-built), mineração (principalmente subterrânea), arqueologia, levantamento de monumentos para restauração, refinarias e instalações industriais e outras, caracterizadas pela grande complexidade dos elementos envolvidos. A presente dissertação apresenta os conceitos envolvidos em todos os processos, desde a coleta de dados até o produto final. Desenvolve uma metodologia de uso que possa ser útil em diversas áreas, mostra uma aplicação completa na área de túneis, complementada por uma visão geral da área de plantas industriais e procura apresentar testes para quantificar a precisão que se obtém por essa tecnologia. / New technologies are constantly being developed in order to collect information of surfaces or solids for diverse purposes. Some classic methods such as topography and terrestrial photogrammetry have had a great evolution in the past. For example, all the processes of the terrestrial photogrammetry are made in digital way and the Total Stations have automated the measurements of angles and distances. This technical evolution made the surveying faster and accurate, increasing the productivity. However this evolution does not stop for there; in other words, the last technology in the area of topography is the surveying with the system known as Laser Scanner 3D. The Laser Scanner technology 3D has a lot of applications such as: tunnel, as-built, mining (mainly in the underground); archaeology (for restore monuments), refineries, industrial installations, etc., characterized by the great complexity of the involved elements. This work presents concepts involved in all the processes, since from data collection to the final product. It develops a methodology of use that can be applied in several areas, with emphasis in tunnels surveying area and presents some tests to quantization the accuracy.

Neste trabalho, foi desenvolvida uma formulação do método dos elementos de contorno (MEC) isoparamétrico com aproximação de ordem qualquer para análise de domínios bidimensionais enrijecidos, particularmente túneis. Tal formulação simula os enrijecedores a partir de correções da rigidez local, que são introduzidas utilizando-se um termo adicional escrito em tensões iniciais sobre a área estreita do enrijecedor. Além das equações integrais usuais para pontos do contorno foram também necessárias as equações integrais da força normal e do momento fletor escritas para pontos do eixo do enrijecedor. Através do polinômio de Lagrange foi feita a generalização da ordem das funções polinomiais responsáveis pela aproximação tanto das variáveis quanto da representação geométrica do problema. A partir daí, a formulação apresentada simulou com êxito a inclusão de enrijecedores em tais meios, como por exemplo, na análise de estacas, ou de enrijecedores na escavação de túneis. Foi desenvolvida também neste trabalho uma formulação para considerar o atraso na instalação do suporte de túneis. Com o desenvolvimento do elemento de contorno curvo de ordem qualquer, pôde-se obter resultados ainda melhores com discretizações reduzidas. / In this work, an isoparametric boundary element method (BEM) formulation with approximation of any order was developed to the analysis of stiffened two-based on local stiffness corrections, which are made using an additional integral written in terms of initial stresses, applied over the areas close to stiffeners. Besides the usual displacement integral equations the presented formulation also requires integral equations of the normal forces and the bending moments written for points defined along the stiffener axis. By using Lagrange polynomials, the generalization of the shape function order used to approximate the boundary values and the geometry was made. Excavations in infinite media or large domains are engineering applications in which the BEM is efficient due to its accuracy, reliable results and also to require coarser discretizations, always leading to smaller algebraic systems when compared to other methods. Thereafter, the presented formulation can simulate successfully the inclusion of stiffeners into two-dimensional domains, such as the analysis of piles embedded in a 2-D solids or lined tunnels. It was also developed a formulation to consider the delay to install tunnel linings.

Devido ao seu crescimento acelerado o município de Curitiba deverá, em breve, ter seu espaço subterrâneo ocupado com maior intensidade. Este processo deve ser devidamente planejado, levando-se em conta as propriedades geotécnicas do subsolo. Assim, buscou-se desenvolver e aplicar um método de caracterização geotécnica do meio urbano para fins de planejamento do espaço subterrâneo. O trabalho consistiu no mapeamento tridimensional das principais unidades geotécnicas e na sua caracterização em termos de adequação para obras subterrâneas. Para tanto, inicialmente, reuniu-se dados geotécnicos existentes (sondagens, poços, mapas topográficos), e levantou-se pontos em campo. A partir do mapa topográfico gerou-se imagens artificiais do terreno, que foram reunidas aos demais dados em um sistema de informações geográficas (SIG). Este processo permitiu a elaboração de um mapa geológico simplificado. Os dados armazenados no sistema (SPT, profundidades das unidades geológicas, entre outros) passaram por uma filtragem, sendo exportados para a realização de análises geoestatísticas, interpolações e geração de cartas de isovalores. Grades regulares com valores interpolados foram então inseridas no SIG, constituindo-se um modelo geotécnico digital tridimensional que permite a navegação virtual entre unidades geotécnicas. Através de classificação geomecânica determinou-se as condições de suporte e estabilidade para possíveis túneis em rochas do município. No caso dos solos realizaram-se análises limite considerando informações de campo e ensaios SPT. Integrando- e, em um único documento, cartas de profundidade das unidades geotécnicas, o mapa geológico simplificado e informações construtivas para túneis, gerou-se um mapa orientativo para a construção de obras subterrâneas no município de Curitiba. Este mapa pode ser diretamente aplicado no planejamento de ocupação do subterrâneo. / Due to its fast population increase, the city of Curitiba will soon have to use its underground space. However, underground space use should be previously planned, taking geotechnical information into consideration. Therefore, the present research is intended to develop and apply an urban geotechnical characterisation method for underground space planning. The work consisted of a 3D mapping of main geotechnical units and determination of their suitability for underground constructions. At first, existing geotechnical data, such as borehole logs, well logs and topographic maps, have been collected and stored. Field studies were carried out subsequently. Digital terrain models have been obtained from topographic maps, and integrated with the other data in a geographical information system (GIS). This process allowed for the production of a simplified geological map. The stored data have been filtered and exported for the development of geostatistical analysis, interpolations and contour maps. Interpolated grids were then reinserted in the GIS software, where a 3D digital geotechnical model has been produced, permitting virtual navigation through soil layers. Tunnel stability and support design evaluations have been performed by means of rock mass classifications. For soil tunnel stability and support assessments, field studies and N-SPT correlations have been used along with limit analysis. A decision support geotechnical map for underground constructions has been obtained by representing, in a single document: the simplified geological map, geotechnical unit depth contour charts, tunnel stability and support analysis results. This decision support map may be directly applied for underground space planning activities.

A presente dissertação aborda o estudo dos efeitos de escavações realizadas acima de túneis já executados. Os trabalhos mais relevantes envolvendo a interação entre escavações e túneis já existentes são apresentados e discutidos. São realizadas simulações numéricas de casos hipotéticos, em estado plano de deformações utilizando o modelo de Mohr-Coulomb, permitindo a identificação dos parâmetros mais relevantes para esse tipo de problema e suas influências nos resultados. É discutido o comportamento mais rígido do maciço durante as trajetórias de descarregamento, bem como qual o módulo de elasticidade mais adequado para representar o fenômeno. Modelagens numéricas de um caso real em São Paulo (a escavação dos subsolos do edifício Stan Paulista, acima de túneis do Metrô) são realizadas, utilizando o modelo e os conceitos estudados. Os resultados obtidos das simulações são discutidos e comparados com os valores de instrumentação. Constata-se que a metodologia utilizada para a análise dos efeitos de escavações acima de túneis já existentes pode ser utilizada na avaliação de outros casos. / The presented research approaches the study of excavations effects above existing tunnels. Some of the most relevant papers related to interaction between excavation and tunnels are presented and discussed. Numerical simulations of hypothetic cases assuming plane strain condition and Mohr-Coulomb model for soil behavior are performed, allowing the study of influence of input parameters in the results. It is discussed behavior of the soil in stress paths that indicates reduction of the mean stress, wich is more rigid than the triaxial compression path. It is also discussed wich is an appropriate elastic modulus to be used in this situation. A real case (basement excavation of Stan Paulista building, above Metrô tunnels) is analyzed with numerical models, utilizing the concepts studied. The results of the simulations are compared with field instrumentation data. It is concluded that the methodology used for the analysis of the effect of excavation above existing tunnels can be utilized in other cases.

by Yue Ping Zhang. / Publication date from spine. / Thesis (Ph.D.)--Chinese University of Hong Kong, 1995. / Includes bibliographical references (leaves 194-200). / DEDICATION / ACKNOWLEDGMENTS / Chapter / Chapter 1. --- Introduction --- p.1 / Chapter 1.1 --- Brief Description of Tunnels --- p.1 / Chapter 1.2 --- Review of Tunnel Imperfect Waveguide Models --- p.2 / Chapter 1.3 --- Review of Tunnel Geometrical Optical Model --- p.4 / Chapter 1.4 --- Review of Tunnel Propagation Experimental Results --- p.6 / Chapter 1.5 --- Review of Existing Tunnel UHF Radio Communication Systems --- p.13 / Chapter 1.6 --- Statement of Problems to be Studied --- p.15 / Chapter 1.7 --- Organization --- p.15 / Chapter 2 --- Propagation in Empty Tunnels --- p.18 / Chapter 2.1 --- Introduction --- p.18 / Chapter 2.2 --- Propagation in Empty Tunnels --- p.18 / Chapter 2.2.1 --- The Imperfect Empty Straight Rectangular Waveguide Model --- p.19 / Chapter 2.2.2 --- The Hertz Vectors for Empty Straight Tunnels --- p.20 / Chapter 2.2.3 --- The Propagation Modal Equations for Empty Straight Tunnels --- p.23 / Chapter 2.2.4 --- The Propagation Characteristics of Empty Straight Tunnels --- p.26 / Chapter 2.2.5 --- Propagation Numerical Results in Empty Straight Tunnels --- p.30 / Chapter 2.3 --- Propagation in Empty Curved Tunnels --- p.36 / Chapter 2.3.1 --- The Imperfect Empty Curved Rectangular Waveguide Model --- p.37 / Chapter 2.3.2 --- The Hertz Vectors for Empty Curved Tunnels --- p.39 / Chapter 2.3.3 --- The Propagation Modal Equations for Empty Curved Tunnels --- p.41 / Chapter 2.3.4 --- The Propagation Characteristics of Empty Curved Tunnels --- p.43 / Chapter 2.2.5 --- Propagation Numerical Results in Empty Curved Tunnels --- p.47 / Chapter 2.4 --- Summary --- p.50 / Chapter 3 --- Propagation in Occupied Tunnels --- p.53 / Chapter 3.1 --- Introduction --- p.53 / Chapter 3.2 --- Propagation in Road Tunnels --- p.53 / Chapter 3.2.1 --- The Imperfect Partially Filled Rectangular Waveguide Model --- p.54 / Chapter 3.2.2 --- The Scalar Potentials for Road tunnels --- p.56 / Chapter 3.2.3 --- The Propagation Modal Equations for Road Tunnels --- p.59 / Chapter 3.2.4 --- Propagation Numerical Results in Road Tunnels --- p.61 / Chapter 3.3 --- Propagation in Railway Tunnels --- p.64 / Chapter 3.3.1 --- The Imperfect Periodically Loaded Rectangular Waveguide Model --- p.65 / Chapter 3.3.2 --- The Surface Impedance Approximation --- p.66 / Chapter 3.3.2.1 --- The Surface Impedance of a Semi-infinite Lossy Dielectric Medium --- p.66 / Chapter 3.3.2.2 --- The Surface Impedance of a Thin Lossy Dielectric Slab --- p.67 / Chapter 3.3.2.3 --- The Surface Impedance of a Three-layered Half Space --- p.69 / Chapter 3.3.2.4 --- The Surface Impedance of the Sidewall of a Train in a Tunnel --- p.70 / Chapter 3.3.3 --- The Hertz Vectors for Railway Tunnels --- p.71 / Chapter 3.3.4 --- The Propagation Modal Equations for Railway Tunnels --- p.73 / Chapter 3.3.5 --- The Propagation Characteristics of Railway Tunnels --- p.76 / Chapter 3.3.6 --- Propagation Numerical Results in Railway Tunnels --- p.78 / Chapter 3.4 --- Propagation in Mine Tunnels --- p.84 / Chapter 3.4.1 --- The Imperfect periodically Loaded Rectangular Waveguide Model --- p.85 / Chapter 3.4.2 --- The Hertz Vectors for Mine Tunnels --- p.86 / Chapter 3.4.3 --- The Propagation modal Equations for Mine Tunnels --- p.88 / Chapter 3.4.4 --- The Propagation Characteristics of Mine Tunnels --- p.95 / Chapter 3.4.5 --- Propagation Numerical Results in Mine Tunnels --- p.96 / Chapter 3.5 --- Summary --- p.97 / Chapter 4 --- Statistical and Deterministic Models of Tunnel UHF Propagation --- p.100 / Chapter 4.1 --- Introduction --- p.100 / Chapter 4.2 --- Statistical Model of Tunnel UHF Propagation --- p.100 / Chapter 4.2.1 --- Experiments --- p.101 / Chapter 4.2.1.1 --- Experimental Set-ups --- p.102 / Chapter 4.2.1.2 --- Experimental Tunnels --- p.104 / Chapter 4.2.1.3 --- Experimental Techniques --- p.106 / Chapter 4.2.2 --- Statistical Parameters --- p.109 / Chapter 4.2.2.1 --- Parameters to Characterize Narrow Band Radio Propagation Channels --- p.109 / Chapter 4.2.2.2 --- Parameters to Characterize Wide Band Radio Propagation Channels --- p.111 / Chapter 4.2.3 --- Propagation Statistical Results and Discussion --- p.112 / Chapter 4.2.3.1 --- Tunnel Narrow Band Radio Propagation Characteristics --- p.112 / Chapter 4.2.3.1.1 --- Power Distance Law --- p.114 / Chapter 4.2.3.1.2 --- The Slow Fading Statistics --- p.120 / Chapter 4.2.3.1.3 --- The Fast Fading Statistics --- p.122 / Chapter 4.2.3.2 --- Tunnel Wide Band Radio Propagation Characteristics --- p.125 / Chapter 4.2.3.2.1 --- RMS Delay Spread --- p.126 / Chapter 4.2.3.2.2 --- RMS Delay Spread Statistics --- p.130 / Chapter 4.3 --- Deterministic Model of Tunnel UHF Propagation --- p.132 / Chapter 4.3.1 --- The Tunnel Geometrical Optical Propagation Model --- p.134 / Chapter 4.3.2 --- The Tunnel Impedance Uniform Diffracted Propagation Model --- p.141 / Chapter 4.3.2.1 --- Determination of Diffraction Points --- p.146 / Chapter 4.3.2.2 --- Diffraction Coefficients for Impedance Wedges --- p.147 / Chapter 4.3.3 --- Comparison with Measurements --- p.151 / Chapter 4.3.3.1 --- Narrow Band Comparison of Simulated and Measured Results --- p.151 / Chapter 4.3.3.1.1 --- Narrow Band Propagation in Empty Straight Tunnels --- p.151 / Chapter 4.3.3.1.2 --- Narrow Band Propagation in Curved or Obstructed Tunnels --- p.154 / Chapter 4.3.3.2 --- Wide Band Comparison of Simulated and Measured Results --- p.158 / Chapter 4.3.3.2.1 --- Wide Band Propagation in Empty Straight Tunnels --- p.159 / Chapter 4.3.3.2.2 --- Wide Band Propagation in an Obstructed Tunnel --- p.163 / Chapter 4.4 --- Summary --- p.165 / Chapter 5 --- Propagation in Tunnel and Open Air Transition Region --- p.170 / Chapter 5.1 --- Introduction --- p.170 / Chapter 5.2 --- Radiation of Radio Waves from a Rectangular Tunnel into Open Air --- p.171 / Chapter 5.2.1 --- Radiation Formulation Using Equivalent Current Source Concept --- p.171 / Chapter 5.2.2 --- Radiation Numerical Results --- p.175 / Chapter 5.3 --- Propagation Characteristics of UHF Radio Waves in Cuttings --- p.177 / Chapter 5.3.1 --- The Attenuation Constant due to the Absorption --- p.178 / Chapter 5.3.2 --- The Attenuation Constant due to the Roughness of the Sidewalls --- p.182 / Chapter 5.3.3 --- The Attenuation Constant due to the tilts of the Sidewalls --- p.183 / Chapter 5.3.4 --- Propagation Numerical Results in Cuttings --- p.184 / Chapter 5.4 --- Summary --- p.187 / Chapter 6 --- Conclusion and Recommendation for Future Work --- p.189 / APPENDIX --- p.193 / The Approximate Solution of a Transcendental Equation --- p.193 / REFERENCES --- p.194

Thesis (M.S.)--Massachusetts Institute of Technology, Dept. of Aeronautics and Astronautics, 1982. / MICROFICHE COPY AVAILABLE IN ARCHIVES AND AERO / Includes bibliographical references. / by Wen Liu. / M.S.

Thesis (M.S.)--Massachusetts Institute of Technology, Dept. of Mechanical Engineering, 1981. / MICROFICHE COPY AVAILABLE IN ARCHIVES AND ENGINEERING. / Includes bibliographical references. / by Francesca De Siervi. / M.S.

O mecanismo de rock burst envolve ruptura violenta e instantânea do maciço rochoso ao redor de uma escavação subterrânea, com liberação de grandes quantidades de energia. Neste trabalho, será apresentado uma abordagem baseada na teoria da elasticidade, a partir da qual a importância dos parâmetros elásticos serão avaliados no processo de acúmulo de energia elástica (W). Foram utilizados métodos analíticos e numéricos e equações que definem W a partir da matriz de tensões \'sigma\', da matriz de deformação \'épsilon\', e dos parâmetros elásticos E (módulo de Young, ou módulo de elasticidade) e \'nü\' (coeficiente de Poisson). A influência dos parâmetros E e \'nü\' na quantificação de W foi testada usando uma gama de valores, baseada em valores médios para as rochas cristalinas apresentados na literatura. Variações nos valores de E induzem mudanças consideráveis nos valores de W. Quanto menor E , maior W. Baixos valores de E definem maciços rochosos que sofrem maiores deformações sob um determinado regime de tensões, assim resultado em maior trabalho exercido pelo maciço e, consequentemente, mais energia elástica (W). Isto é, para um determinado estado de tensões, maciços mais deformáveis (com baixos valores de E ) têm a capacidade de acumular mais energia elástica que maciços pouco deformáveis. No entanto, considerando também a mecânica de ruptura, maciços menos resistentes rompem sob condições menos extremas de tensões, enquanto maciços mais resistentes necessitam de tensões muito elevadas para sofrerem ruptura. Portanto, maciços mais resistentes acumulam mais energia elástica que maciços menos resistentes. Embora o coeficiente \'nü\' seja apontado por alguns autores como maior responsável pelo acúmulo de W, este fato não foi observado neste trabalho, e o valor de W não é consideravelmente afetado por variações de \'nü\" , um resultado direto das equações utilizadas. No entanto, uma tendência \"anômala\" foi observada: fixado o valor de E, valores de \'nü\' medianos (próximo a 0,25) induzem maiores valores de W no limite da escavação, e conforme se afasta do limite para o sentido do interior do maciço, valores cada vez menores de passam a induzir os maiores valores de W. A teoria da elasticidade, por si só, não é capaz de explicar os fenômenos complexos que causam os processos de rock burst. Para uma compreensão completa do problema, é necessário também o estudo de mecânica de fraturas, mecânica de danos no maciço, dissipação de energia ao longo de fraturas, etc. / The mechanism or rock burst involves sudden and violent fracturing of the rock mass around the opening, with high amounts of energy released. This work demonstrates an approach based on the theory of elasticty and the role of elastic parameters in the process of storing elastic strain energy (W). Analytical and numerical methods were used. The main equations define W based on the stress matrix \'sigma\', the strain matrix \'épsilon\' and the elastic parameters E (Young\'s modulus) and \'nü\' (Poisson\'s ratio). The influence of E and \'nü\' was tested using minimum, average and maximum values, based on the values for crystalline hard rocks from the literature. Variations in values of E induce significant changes to the values of W. The lower E the higher W. Low values of E define rock masses which suffer greater displacements under a given stress condition, leading to higher values of W. This leads to the conclusion that, for a given stress state, soft rocks (lower values of E ) have the ability to store more elastic strain energy than stiff rocks. However, if fracture mechanics is also considered, strong rock masses have the ability to endure more stress than weaker rocks before failing, leading to higher amounts of elastic energy stored. Although Poisson\'s ratio (\'nü\') is considered by some authors as a fundamental piece in energy storage, such conclusion was not observed in this work, and values of W are not considerably affected by variations of \'nü\', a direct result of the application of the equations of theory of elasticity. However, an interesting trend was observed: for a given value of E , moderate values of \'ü\' (around 0,25) induce higher values of W at the edge of the excavation. In the rock mass interior, lower values of induce higher values of W. An analysis purely based on the theory of elasticity is not enough to explain the complex phenomena which occur around an excavation that induce violent failure and rock bursting. For a deeper understanding of the problem, it is also necessary the study of complementary theories, such as fracture mechanics, damage mechanics, energy dissipation during fracturing, and so on.