Finite element method is widely used to numerically simulate the seepage and the coupling of flow and stress in geotechnical engineering. In present，the finite difference method is the main numerical method of fluid flowing in porous media. Compared with the finite difference method，the finite element method is a valid numerical method and has more advantages than the finite difference method，but it is not deeply studied in solving reservoir problems. The flow equations for a single phase in an anisotropic reservoir and the equations of finite element method are established. Those equations are discretized in space by using Galerkin finite element method and in time by using backward difference method. Finally the linear equations are solved by Gauss-Seidel method. On base of the finite element equations and relative theory，eight-node quadrilateral elements are used，and a finite element simulating software is developed. For the unstable state flow of single phase fluid，the finite element method is compared with analytical solution for one-dimensional plane flow. And the radial flow in an anisotropic reservoir is simulated with the software package. The distribution of fluid pressure in formation and the production of the oil well in an anisotropic reservoir are obtained. It is shown that the finite element solution is precise enough compared with the analytical method，which proves that the provided method and program are correct，and that it is precise and reliable to solve reservoir problems with the finite element method. These researches can be used to guide the oil wells production，and present an important method to forecast the production output in oil reservoirs.

An interval shield tunnel in Shanghai encountered tunnel lining collapse due to construction of the cross-passage. The limited depth freezing method with four rows of freeze-tubes placed in vertical holes drilled from the surface was applied as an aid to recover the collapse tunnel to form a frozen soil wall，which was used to resist the soil and water pressure and fix the undamaged tunnel lining between the undamaged tunnel and the collapsed tunnel. Due to the frozen soil containing disturbed sands and silts subjected to high groundwater pressures，the in-situ monitor of the development and changing features of the temperature field in the frozen soil wall was applied to supervise the construction. By analyzing the monitored data，the differences of the temperature fields inside and outside of the rows of the freeze-tubes are discussed in two ways，from vertical and horizontal directions，respectively. The time of frozen soil wall closure and the velocity of the growth are calculated during the primary freeze period. In view of the fact that the present formula to calculate the frozen curtain thickness and the average temperature are not applicable to calculate the multi-row freezing；the double-row formula is introduced，and an average temperature formula by graphing method is deduced for the first time. By these two formulas，the characters of the temperature field in the frozen soil wall are analyzed. The thickness and the average emperature of the frozen soil wall are calculated at the end of the primary freeze period. The single side thickness and the growth velocity of the frozen soil wall are also calculated during the freezing period.

The strength properties of jointed rock mass have attracted many researchers¢ attention in rock mechanics. In the paper，the fractured samples made by gypsum mixture containing two or three intermittent fractures with different allocations in the samples are loaded at different strain rates. In virtue of the sliding crack model(SCM) to simulate the branch crack propagation and using crack density method to consider interaction of multi-fractures，the uniaxial compressive strength of the fractured samples is analyzed at different strain rates. The studies show that the SCM can simulate the coalescence of cracks in tension and tension-shear mixed mode，but it isn¢t applicable to the shear coalescence mode；the strength properties of the fractured samples are not related to the pre-existed cracks in the fractured samples，but the coalesced cracks，i. e. controlled cracks. The variation of the strength of fractured samples vs. loading rates can be simulated through increasing the fracture toughness of the experimental material under low loading rate to medium loading rate condition，i. e. strain rates from 1.7×10－5 to 1.7×10－1 s－1. So，the SCM can be used to analyze the strength variation of the fractured media under low loading rate to medium rate condition and the variable of crack density can reflect the interaction of multi-fractures well.

Utilizing axial view downhole TV(ATV) and digital panoramic borehole camera system(DPBCS)，continuous images of 360°borehole wall are obtained from forward-looking and side-looking，respectively. Through the qualitative description and quantitative analysis of borehole phenomena with the images which acquire downhole with borehole optical imaging technology，it is found that these images have characteristics of high resolution，high wall coverage of and visual credibility. Based on the research and application results of geological phenomenon，engineering activity，solution and fractured zones observation，their individual characteristics and applicability are summarized；and these two methods are proven to have good complementary contribution to logging. By comparison of the individual characteristics with other geophysical methods such as borehole imaging，drilling data，electromagnetic wave tomography and elastic sound wave，a combined analytical way to utilizing the 100% coverage of wall and high resolution images by digital borehole imaging is proposed，utilizing the strata extend data in hole-hole section by electromagnetic wave CT and proceeding the three- dimensional developmental condition about the geological structure(as fractured zone) in boreholes. The DPBCS can provide image evidence for other geophysical method for the wall interval images are variable whereas the wall length of ATV images is fixed. The quantitative description of fractured zone with borehole wall unrolled images was studied；it is indicated that the percentage of image area is also applicable for fractured zone grading. The percentage of integrity area in the wall unrolled image area with fracture area is subtracted from which is close to the total core recovery(TCR) based on core length percentage.

Compared with seismic coefficient method and response displacement method，dynamic finite element method could well simulate the seismic wave propagation in the soil and the dynamic interaction between the structure and the soil more effectively. It is regarded as one of the most rational approaches in seismic response analysis of underground structures. The existence of various types of joints，one of the typical characteristics of prefabricated lining structures，makes the mechanical performance of shield tunnel linings quite different from that of monolithic linings. The beam-spring model is widely deemed to have the capacity in simulating the actual mechanical behaviors of shield tunnel linings with torsion and shear springs being used to simulate the segment joints and longitudinal joints of the linings，respectively. However，in this model，the soil layers surrounding the tunnel can be also simulated by springs，which confines it to static or quasi-static analysis. Combining the dynamic finite element method and the beam-spring model，a new transverse seismic response analysis method of shield tunnel is presented，while multi-transmitting boundary conditions are also introduced in the numerical calculation to acquire high computational efficiency and precision. Then，this approach was adopted to calculate the transverse seismic response of Wuhan Changjiang Tunnel，with emphasis on the effects of different structural parameters on the structure¢s seismic behaviors；and the results show that the variation of the stiffness of the segment joints and longitudinal joints，as well as the depth of the segments，have distinct influences on the internal force，especially the shear force and the moment，rather than the deformation of the linings. The increase of any of the three parameters mentioned above would lead to notable increase of the internal force，and strengthening the soil foundations with proper method could reduce both the deformation and the internal force，and it has visible vibration-reduction effects.

Design point method，in which the iterative calculation is needed to computer the reliability index，is usually used for first-order reliability analysis of slope. However，there exist some cases when the iteration procedure is not covered in the design point method，since the limit state function is often highly nonlinear in the finite element reliability analysis. Therefore，limit step length iteration method(LSLIM)，which is used in the structural reliability analysis，is adopted to perform the reliability analysis of slope stability；and the methods to determine the initial step length and step adjusting coefficient are discussed. As to the calculation of reliability index，the method based on the technique of sliding surface stress analysis and the elastoplastic finite element theory is adopted. The type of the limit state function is set up according to the Mohr-Coulomb yield criterion which can consider the direction of the slip surface；and the derivatives of the stress to the basic stochastic variables of the slope are computed by using partial differential method based on the incremental tangent stiffness method and the accelerating convergence method of Aitken. The overall reliability index is defined as the smallest one of the whole possible sliding surfaces. Analysis results demonstrate that it is feasible to use LSLIM in the finite element reliability analysis of slope stability. LSLIM can assure the convergence of the iteration of reliability index even when the limit state function is highly nonlinear.