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  --2004, 23 (05)   Published: 01 March 2004
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Artiles

2004-05期目录

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 2004, 23 (05): -709 doi:
Full Text: [PDF 127 KB] (609)
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2004-05期目录

DETERMINATION OF POTENTIAL SLIDE LINE OF SLOPES BASED ON DEFORMATION ANALYSIS

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 2004, 23 (05): -709 doi:
Full Text: [PDF 645 KB] (1014)
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Based on the computational results from elasto-plasticity finite element analysis,an initial value problem related to a system of ordinary differential equations(ODEs) is formulated to define the potential slide lines(PSL) for two dimensional cases. A prediction-correction algorithm for the ODEs and a necessary and sufficient condition that assures the convergence of the algorithm are presented. The skills for searching PSL with presented method are discussed,and the procedures of this method have been validated against traditional limit analysis methods and limit equilibrium method.

PERTURBATION METHOD OF SUPERPOSING INITIAL SURGE HEIGHT OF LANDSLIDE ALONG RESERVOIR SHORELINE

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 2004, 23 (05): -717 doi:
Full Text: [PDF 231 KB] (945)
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According to perturbation method in hydrodynamics,the differential equations including continuity equation and movement equation of transient flow in open channel are transformed into polynomials. The constants of polynomials are the values when water level keeps in silence,and the constants and the first differentials are selected to linearize these equations. The decay rule of surge during landslide failure site is gained by variable separation method on basis of taking exponential decay form of surge into account and the superposition of surge height is carried out. Taking Xintan landslide in the reservoir of Three-Gorges as an example,the vertical slice method and the Newton law are taken to analyze the movements on ground surface and in water,and the momentum theory is used to calculate surge height triggered by each slice. Then,in terms of decay formula,the height of surge after superposition in landslide failure site is obtained. It is concluded that superposition method considers dynamic process of the surges when landslide fails,the surge height is triggered by each slice,the surge height after superposition increases first and then decreases.

DILATATION ANALYSIS OF ROCK SPECIMEN UNDER UNIAXIAL COMPRESSION BASED ON GRADIENT-DEPENDENT PLASTICITY

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 2004, 23 (05): -721 doi:
Full Text: [PDF 265 KB] (1018)
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Non-uniform shear dilatancy of rock specimen due to plastic shear strain localization is analyzed considering strain gradient effect. The constitutive relation of rock material is linear elastic and linear strain softening. Localization is initiated in the form of a single shear band when peak strength is rearched. By resorting to the linear relation between local plastic shear strain and local plastic volumetric strain,analytical solutions for local plastic volumetric strain,increment of local plastic volume and increment of total plastic volume due to shear localization are presented,which can not be deduced from classical elasto-plastic theory. So the advantages of the gradient-dependent plasticity over the classical theory are apparent in analysis of localized shear dilatancy. In addition,a bi-linear relation between axial compressive stress and volumetric strain is proposed under uniaxial compression of rock specimen subjected to shear failure. It is noted that the exclusive reason for plastic volumetric strain is assumed to be shear dilatancy in the present paper,therefore,the relation between axial stress and volumetric strain is size-independent and is not concerned with the thinkness of shear band. However,it is influenced by dilation angle,shear softening modulus and Poisson ratio. For the same stress level,larger dilation angle leads to increment of the volumetric strain,and higher shear softening modulus results in lower volumetric strain. However,Poisson ratio does not influence the plastic volumetric strain in the stage of strain softening.

TESTING STUDY ON CRATER FORMED BY EXPLOSION AND PROPAGATION LAWS OF GROUND SHOCK IN LIMESTONE

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 2004, 23 (05): -725 doi:
Full Text: [PDF 248 KB] (1002)
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The current state in the field of explosion crater and induced ground movement is reviewed. The testing background and plan are introduced. The radius of crater formed by explosion and the recorded waveform of stress and acceleration are gained in the site of limestone. The recorded results are interpreted,and the experience formula of crater formed by explosion and the propagation laws of ground shock in limestone are obtained. The velocity of stress wave¢s propagation is about 3 500 m/s in the site.

REMOTE SENSING-ROCK MECHANICS (Ⅴ)———
ANALYSIS ON THE FACTORS AFFECTING THERMAL INFRARED RADIATION IN PROCESS OF ROCK VISCOSITY SLIDING

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 2004, 23 (05): -730 doi:
Full Text: [PDF 210 KB] (820)
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The infrared radiation of rock in the process of shearing viscosity sliding is experimentally studied by the use of bi-axial loader and thermal infrared (TIR) imager system. It is revealed that the loading rate,normal stress,roughness of friction surface,rock strength and the hardness of mineral grain are important factors that affect the TIR radiation of rock sliding. (1) In condition of constant loading rate,the curve between the average TIR radiation temperature of rock surface and the loading time is linear,while the curve between the local highest TIR radiation temperature and the loading time is cubic. The average TIR radiation temperature of rock surface is linearly related to the mechanical power suffered. If the mechanical power suffered is the same,the higher the loading rate is,the less the rise of TIR radiation temperature is. (2) The TIR radiation temperature is linearly related to the normal stress. (3) The roughness of friction surface has a small influence on the average TIR radiation temperature,but has a much higher influence on the local highest TIR radiation temperature. (4) The higher the rock strength or the higher the hardness of the mineral grains is,the higher the TIR radiation temperature is.

NUCLIDE TRANSPORT MODEL IN FRACTURED ROCKMASSES AND ITS APPLICATION TO SAFETY ASSESSMENT OF GEOLOGICAL REPOSITORY

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 2004, 23 (05): -736 doi:
Full Text: [PDF 206 KB] (847)
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Based on random fracture parameters,a multiple-path transport model for nuclide transport in fractured rockmasses of relatively low permeability is proposed using fracture linear superposition of one-dimensional transport model. The average nuclide migration rate(Bq/a) at a given fixed point in space is determined with this model. The transmissivities of fracture are assumed to be a random distribution,and the random distribution of fracture transmissivity is evenly divided into finite segments,each of which represents a pathway with relevant fractue parameters,e.g. transmissivity,aperture,and probability. The obtained results are weighted by the transmissivity distribution probability of the relevant pathway. It has been demonstrated by means of case study that the nuclide diffusion into matrix from fracture has a great effect on the nuclide release rate from host rockmasses. This process can be considered to be effectively retarding nuclides. The results of multiple pathway transport model also show that the nuclide migration process is evidently dominated by these pathways with relatively high transmissivity.

STABILITY ANALYSIS OF ROCKS AROUND TUNNEL WITH GROUND WATER PERMEATION

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 2004, 23 (05): -741 doi:
Full Text: [PDF 225 KB] (1173)
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As porous medium,rocks are affectd by ground water permeation. Elasto-plastic theory and damage mechanics are used to obtain the stress distribution of rocks around tunnel and the relation of porous hydraulic pressure P0 and plastic radius r. According to the theory of limit point of stability,the stable condition for rocks around tunnel is put forward,and the values of critical porous hydraulic pressure of rocks around tunnel are acquired by taking the ground water permeation effect into account. When the porous hydraulic pressure value of rocks around tunnel is close to the critical value,the rocks around tunnel are in the state of instability. If dynamic disturbance is present under this condition,the rocks around tunnel will collapse due to instability and the accident of water irruption will take place.

SEEPAGE MODEL STUDY OF WATER-ROCK INTERACTION IN LOW PERMEABILITY GROUNDWATER ENVIRONMENT

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 2004, 23 (05): -745 doi:
Full Text: [PDF 243 KB] (979)
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The seepage of groundwater is a progress of water-rock interaction,so the study of water-rock interaction is very important for environmental problems and engineering application. 3D coupling model in low permeability groundwater environment is established based on the liquid-solid mechanics,and the variable separation method is adopted to get the solution of one-dimension model. The variation laws of pressure and permeability coefficient with distance and time are obtained with a practical example shown. The values predicted by the model are in good agreement with the measured values which demonstrates the applicability and validity of the model.

IDENTIFICATION OF PERMEABILITY COEFFICIENT
OF ROCK MASS IN DAM FOUNDATION BASED ON GENETIC
NEURAL NETWORK

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 2004, 23 (05): -751 doi:
Full Text: [PDF 247 KB] (922)
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The mathematical model of seepage field is introduced as the basis in identifying the permeability coefficient of the dam foundation by observing the dynamic information of the movement of underground water in seepage field. With the combination of genetic algorithm with artificial neural network,the newly established genetic neural network is of faster training speed and superior generating ability. The presented numerical example shows that the genetic neural network is of both higher computing efficiency and higher identification accuracy.

STUDY ON PERMEABILITY EVOLUTION IN FAILURE PROCESS OF INHOMOGENEOUS ROCK

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 2004, 23 (05): -758 doi:
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The phenomena of progressive failure leading to the collapse of the rocks can be simulated well by author-developed software F-RFPA2D. The simulated permeability variation in stressed rocks agrees well with the experimentally obtained results. Numerical results demonstrate that the trend and magnitude of the permeability variation are controlled by the stress and the damage evolution developed in rocks. The stress induced evolution of flow properties,and the regions of both diminished and enhanced flow depend on whether the rock is in the linear-elastic,nonlinear,or post-failure portions of the stress-strain curve. In elastic deformation region,rock permeability reduces when the rock is compacted. The decrease rate of the permeability starts to slow down or gradually increases again when micro fractures begin to nucleate. Dramatic permeability increment occurs as soon as the macro fracture forms in the rock.

RESEARCH ON SUPPORTING STRUCTURE SYSTEM OF
YUANLIANGSHAN RAILWAY TUNNEL UNDER HIGH WATER HEAD

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 2004, 23 (05): -763 doi:
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Based on the model of structure and surrounding rock mass co-deformation,the reasonable optimum supporting structure parameters are determined for Yuanliangshan railway tunnel. Through stability analysis of bearing capacity of grouted region around the tunnel,the minimum size of reinforced region is proposed to be 3 m. On the basis of elasto-plastic FEM calculation for 38 cases,the relationship curves can be obtained of the size of grouting reinforced region versus the thickness of secondary lining with the secondary lining safety factor 2.4. In addition,the results demonstrate that the higher level grouting can be used to reduce the supporting structure parameters.

FAILURE CRITERIA OF ROCK-SOIL-CONCRETE
AND ESTIMATION OF THEIR STRENGTH PARAMETERS

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 2004, 23 (05): -770 doi:
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Failure criteria of rock-soil-concrete are briefly discussed. Estimation is made on the strength parameters of rock,soil and concrete,which is necessary for finite element simulation in flexible pile foundation, excavation whose active and/or passive soil may be reinforced,slope with gravity retaining wall and landslide. The formulae,which can be used to calculate uniaxial tensile strength,uniaxial compressive strength,cohesion and internal friction angle of rock-soil-concrete,are derived from four cases which may be combined respectively with the states of two-dimensional and three-dimensional stresses with failure criterions of Mohr-Coulomb’s inclined line and Mohr’s parabola. Finally the error analysis is discussed.

STRENGTH AND MECHANICAL PARAMETERS OF LARGE-VOLUME
JOINTED ROCKMASS

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 2004, 23 (05): -777 doi:
Full Text: [PDF 143 KB] (1238)
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The strength and mechanical parameters of large-volume jointed rockmass can be estimated by using Hoek-Brown criterion. The criterion has been generalized over the years,and the geological strength index(GSI) was introduced into the criterion by its originator. However,the quantitative description in structure of jointed rockmass is lacking,that leads to rough estimation of GSI values. In order to provide a more quantitative description in structure of large-volume jointed rockmass for evaluating GSI,modification of GSI is suggested by introducing parameter Jv (joint number / m3) with a computation example. The proposed method provides a new,economical and practical avenue for estimation on strength and mechanical parameters of large-volume jointed rockmass.

INTELLIGENT METHODS AND ITS INTEGRATION FOR BOLT-SHOTCRETE SUPPORT DESIGN OF UNDERGROUND ROCK EXCAVATION

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 2004, 23 (05): -781 doi:
Full Text: [PDF 196 KB] (1004)
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An integrated intelligent method for bolt-shotcrete support design in underground rock excavation is presented. Firstly, the expert system and artificial neural network as well as case-based design are applied to predict the parameters for support individually. Then the divisional weight-adapting multi-expert decision algorithm is used to integrate those results given by above artificial intelligent methods andform the last design scheme. The method proposed here can comprehensively consider different artificial intelligent design methods and provide the support parameters which are closest to practice. The method can be used as a practical tool for the support design of underground rock excavation.

ANALYSIS ON LOADING-DEFORMATION OF PRESTRESSED CABLE BASED ON DAMAGE THEORY

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 2004, 23 (05): -786 doi:
Full Text: [PDF 327 KB] (874)
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According to basic damage principle,the shear damage variable of rock and the pull damage variable of grout body are defined,and the damage evolution equation is suggested. The loading transfer differential equation of anchoring section is obtained based on grout body damage. The load-deflection characteristics of anchoring section of prestressed cable,lateral resistance distribution as well as axial load distribution of anchoring section are studied. A case comparison calculation with testing has indicated that the presented theory is feasible.

CREEP DAMAGE MECHANISM AND BACK ANALYSIS OF OPTIMUM SUPPORT TIME FOR SOFTEN ROCKMASS

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 2004, 23 (05): -793 doi:
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Based on creep damage mechanism of the soften rockmass,it is proposed that the creep damage of rockmass is composed of deformation damage and time damage. Using the creep model of Burgers and introducing the creep damage variable,the visco-elastic deformation regularities for the round tunnel are researched by the theory of displacement back analysis. A rational method to determine supporting time is proposed for the soften rockmass tunnel. The proposed method is proved rational by practice.

LIMIT ANALYSIS AND SHAKEDOWN ANALYSIS OF ULTIMATE BEARING CAPACITY OF OFFSHORE PLATFORM FOUNDATIONS

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 2004, 23 (05): -797 doi:
Full Text: [PDF 399 KB] (964)
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A numerical procedure for shakedown analysis is presented,in which the elasto-plastic finite element method is combined with Melan's theorem of shakedown analyses. The proposed method is applied to evaluate both ultimate loads and shakedown loads of offshore platform foundations. Based on numerical results computed for different load modes,ultimate loads and shakedown loads of offshore platform foundation are compared. The ultimate loads and shakedown loads for different combinations of horizontal component and vertical component as well as moment constitute an envelope in the load space. Such envelope diagrams can be employed to rationally evaluate the dynamic stability of offshore platform foundations under complex varied loading pattern.

ANALYSIS ON PILE GROUP EFFECT COEFFICIENT OF SOIL RESISTANCE UNDER PILE CAP USING FINITE ELEMENT METHOD

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 2004, 23 (05): -804 doi:
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By using finite element method,the pile group effect coefficient of soil resistance under pile cap is analyzed for the composite pile foundation. The author-developed finite element program is successfully used to analyze the impact of the proportion of pile cap width to pile length,the pile distance,the number of piles and the soil type etc. on the pile group effect coefficient of soil resistance under pile cap,respectively. The results indicate that (1) both the soil resistance and its effect coefficient increase with the proportion of pile cap width (B) to pile length (L),and the pile distance (S),while decrease with the number of piles (n),and (2) the pile group effect coefficient of soil resistance under pile cap is closely related to the soil type.

TESTING STUDY ON BEARING BEHAVIOR OF PILES FOR NANPAN RIVER GREAT BRIDGE IN KARST AREA

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 2004, 23 (05): -809 doi:
Full Text: [PDF 258 KB] (1063)
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Based on the results of static load tests and stress tests for two large diameter cast-in-place piles in karst area,the load transfer behavior of piles is analyzed and compared. The relationship between shaft resistance and relative displacement is fitted with a hyperbolic model. According to the analysis results,the karst cave under pile-end mainly effects the shaft resistance around the whole piles. In the upper part of pile,only the critical displacement is affected while the critical displacement and limited shaft resistance are all effected in the lower part of the pile.

MONITORING AND PREDICTION OF DISPLACEMENT AND FAILURE OF HIGH-RISE WOOD PILED WHARF IN QINGDAO HARBOUR

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 2004, 23 (05): -814 doi:
Full Text: [PDF 543 KB] (1047)
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The high-rise wood piled wharf in Qingdao harbor was constructed from 1901 to 1906. The deformation on the surface and quay wall of the wharf and bank caving happened between whiles. Five deep deformation monitoring holes were established in the typical segment of the wharf,and long-term observation for 247 days was carried out in order to understand the present state of wharf stability,forecast its further development,and design the suitable controlling sketch. The observation was conducted two times in one day at the high tide level and low tide level,respectively. The vertical spacing of measuring points is 0.5 m. According to the collected wharf displacement monitoring data,the developing procedure of wharf displacement with time and space is analyzed,and the speed and value of wharf displacement are quite different in the plain and the depth. The depth in which the maximum displacement appeares and the displacement-depth curves are varied gradually with time and space. The displacement curves of the wharf quay wall show‘~’shape in the plain. The depth in which the maximum displacement appeares is changed from 10 to 5 m,then to surface in the monitoring segment from hole cx1 to cx5. The speed and magnitude of wharf deformation are affected considerably by tide condition and wharf loading. The random time series model of Box-Jenkins’ ARIMA (p,d,q) is introduced for creating the dynamical prediction model IMA(0,1,1) of wharf displacement on the basis of the monitoring data. The effectiveness of the prediction model is checked with comparison of the predictive results and actual monitoring data,and the model is found to be reliable. The prediction result indicates that the high-rise wood piled wharf in Qingdao Harbur is in unstable situation,and reinforcement measures are required urgently.

INFLUENCE OF CONSTRUCTION OF SHANGHAI STADIUM TRANSVERSE STATION OF PEARL LINE PHASE II ON STATION OF METRO LINE NO.1

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 2004, 23 (05): -821 doi:
Full Text: [PDF 637 KB] (1116)
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With the development of urban metro,there will be more and more interchange connections. The construction of transverse station will influence the old station’s structure inevitably,and cause the risk during the construction. The problem is analysed by three dimensional FEM,and the regular and valuable conclusions are drawn for the influence of construction of Shanghai stadium transverse station of pearl line phase II on the station of metro line No.1.

DEFORMATION PROPERTY OF EMBANKMENT CONSIDERING STRAIN DEGRADATION

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 2004, 23 (05): -826 doi:
Full Text: [PDF 271 KB] (831)
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Through dynamic triaxial test,the property of strain degradation of embankment and composite foundation is studied. Base on this,dynamic elasto-plastic FEM is used to analyze the deformation properties of road. The changing replacement ratio in the stabilized range can have impact on the deformation,and the impact can be shown mainly by the modulus. However,the impact is relatively small. As a result,while meeting the requirements of the stability and the ceiling stress of the subsoil,it is not advocated to adopt the method of increasing replacement ratio of the composite foundation to lessen the deformation of the embankment. The greatest impact on the embankment depends on the property of the subsoil,therefore,the whole soil lay may well be strengthened in the case of thinner soft soil layer. The strengthening effect may be less satisfactory when the soft soil is very thick. The changes both in the depth and the width of the stabilized range can exert great influence on the deformation of embankment,in consequence of which the deformation of embankment can be lessened through increasing the depth and the width of the stabilized range if the soft soil layer is very thick.

DEEP GEOLOGICAL DISPOSAL OF HIGH-LEVEL
NUCLEAR WASTE AND ITS RESEARCH OUTLINES

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 2004, 23 (05): -831 doi:
Full Text: [PDF 231 KB] (2693)
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Some aspects related to deep geological disposal of high-level nuclear waste and their research are outlined,including basic concept and key technical issues of deep geological disposal,engineering barrier,site location factors and selection processes. The rock mechanics issues and choice for host rock masses,and nuclide tracer testing are reviewed. The research plan and progress in USA,France,Russia,Korea and China are introduced briefly.

CURRENT SITUATION AND DEVELOPMENT OF DDA METHOD

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 2004, 23 (05): -839 doi:
Full Text: [PDF 253 KB] (2856)
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The DDA(discontinuous deformation analysis) method is a new numerical simulation technique originally proposed by Shi Genhua. The current situation of DDA is comprehensively analyzed and its development is further discussed.

STUDIES ON SOME ISSUES OF SEISMIC RESPONSE ANALYSES FOR SUBMERGED TUNNEL

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 2004, 23 (05): -846 doi:
Full Text: [PDF 232 KB] (1027)
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The high-speed-railway in Nanjing Changjiang Tunnel is taken as example to study the effects of the ground damping ratio,the ratio of ground rigidity to tunnel rigidity and intersegmental coupling form of tunnel on the tunnel earthquake response. The study module consists of spring and mass in the analysis of earthquake response. Some useful conclusions are presented.

CHARACTERISTICS OF ATTENUATION OF ROCK AT LOW FREQUENCIES AND DEVELOPMENT OF ITS THEORETICAL MODEL

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 2004, 23 (05): -851 doi:
Full Text: [PDF 305 KB] (1071)
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The same results are obtained through different experimental methods on varios rocks saturated with different fluids. The results reveal a common physical characteristic of saturated porous rocks, that is,they have strong dependences on time and temperature. The experimental results also reflect the relaxation progress of thermal activation of rocks. Wave theory of porous media is introduced to this theoretical Biot model. Moreover,the dependences of attenuation on strain amplitude are also obtained.

TUNNELING METHODS THROUGH RIVER(LAKE,SEA) BED UNDER SHALLOW COVERING BY SHIELD

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 2004, 23 (05): -857 doi:
Full Text: [PDF 269 KB] (1678)
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By analyzing the equilibrium states of the tunneling face and the tunnel under water,the formulas about the balance between the water and soil pressure in front of working face and the pressure in the cabin given by shield is obtained. The smallest covering depth required by the safety of tunneling face and tunnel is given. Then,based on the Phrase One Project of Nanjing Metro North-South Line,some main methods dealing with the shallow underwater ground are provided. The effect of the presented methods is introduced. The obtained conclusion in this paper can be used to the tunnels through river bed and those under shallow covering by shield.

PRIMARY STUDY ON EFFECTS OF IMMERSION BY RESERVIOR OF CHAOZHOU WATER SUPPLY PROJECT

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 2004, 23 (05): -862 doi:
Full Text: [PDF 370 KB] (1038)
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As the water level in the reservoir of Chaozhou water supply project is generally higher than ground surfaces on both banks when the reservoir is filled up,the city and the farmland along the riversides may be immersed in groundwater. On the basis of numerous investigations and observations,seepage field of the groundwater in multiple aquifers is analysed with a FEM program with a two-dimensional seepage model in the horizontal plane with a multi-layer medium approach. The outcome reveals that the regions behind levees are mostly influenced by the rising groundwater level,especially downtown behind City Levee. Also,it shows that the anti-seepage curtain gives help to lower the groundwater head obviously in the zones protected by Dongxiang and South Levee except downtown behind City Levee where relief wells or filter drain shoud be adopted in addition. The effects of such wells with various head level and space intervals are calculated to provide options for practice and a suggestion is proposed that water head in the wells during flood need to be raised to prevent extreme discharge. In addition,if conditions permit,filter drain is more effective than the well and easier to maintain.

EXPERT SYSTEM KNOWLEDGE OF INTELLIGENT CHOICE OF SUPPORTING TYPE FOR DEEP EXCAVATION IN XIAMEN

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 2004, 23 (05): -867 doi:
Full Text: [PDF 187 KB] (1082)
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In light of the characteristics of expert system knowledge of intelligent choice of supporting type for deep excavation in Xiamen,the thoughtway of expert in geotechnical engineering and the reasoning method of corresponding class of expert system knowledge are combined. Through the expression of knowledge,the establishment of knowledge base and database of expert system is discussed.

INFERENCE MECHANISM AND OPTIMUM DESIGN OF
RETAINING STRUCTURE FOR DEEP FOUNDATION PIT

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 2004, 23 (05): -871 doi:
Full Text: [PDF 227 KB] (1516)
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There are many factors affecting the retaining structure of deep foundation pit,and more and more retaining types of retaining schemes have been devised. The whole retaining system is an aggregate that contains many factors. So it is very necessary to make the optimum design. The whole retaining system is divided into some corresponding subsystems,and the optimum analysis procedure of retaining system for deep foundation pit is designed by virtue of the optimum theory. The computer analog system of the optimum analysis is developed and its stability and validity are verified by analyzing engineering example.

SCIENTOMETRIC INDICATORS FOR CHINESE JOURNAL OF ROCK MECHANICS AND ENGINEERING AND ITS COMPREHENSIVE EVALUATION

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 2004, 23 (05): -877 doi:
Full Text: [PDF 141 KB] (796)
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The 20 scientometric indicators with 64 indices for Chinese Journal of Rock Mechanics and Engineering (CJRME) from 1997 to 2001 are collected. According to the magnitude of these indices the ranks for CJRME are given between the 12 source journals of mechanical discipline. By 5 scientometric indicators,such as the total citations,impact factor,immediacy index,article supported by fund rate and other cited rate for CJRME in 2001,the comprehensive evaluation is conducted and a good result obtained of which ranks third in the 12 source journals.

SETTLEMENT MECHANISM AND DESIGN METHOD OF PILE-NET COMPOSITE FOUNDATION

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 2004, 23 (05): -881 doi:
Full Text: [PDF 106 KB] (871)
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STUDY OF FAILURE MECHANISM AND ULTIMATE BEARING CAPACITY OF THE FOUNDATIONS ON INHOMOGENEOUS MEDIUM

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 2004, 23 (05): -882 doi:
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SCIENTOMETRIC INDICATORS FOR CHINESE JOURNAL OF ROCK MECHANICS AND ENGINEERING AND ITS COMPREHENSIVE EVALUATION

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 2004, 23 (05): -883 doi:
Full Text: [PDF 93 KB] (793)
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STUDY ON BEARING PERFORMANCE OF LARGE DIAMETER BORED HOLLOW PILE OF PRESTRESSING FORCE CONCRETE

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 2004, 23 (05): -884 doi:
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