2003 Vol. 25 No. 2
2003, 25(2): 129-134.
Abstract：
The mechanism of formation of shear band in cohesionless soils is presented and verified by a fully coupled FEM procedure. The numerical analyses show that the initiation of shear band is related to softening behavior of material, and upon the occurrence of shear band,there are two different shear modes exerted in the soil body: within the localized zone, the constitutive relationship is characterized by softening loading, while unloading takes place at the most parts far from it. Moreover, the volumetric strain within shear band is significantly larger than that beyond it, and critical state occurs locally at large global strain level.
The mechanism of formation of shear band in cohesionless soils is presented and verified by a fully coupled FEM procedure. The numerical analyses show that the initiation of shear band is related to softening behavior of material, and upon the occurrence of shear band,there are two different shear modes exerted in the soil body: within the localized zone, the constitutive relationship is characterized by softening loading, while unloading takes place at the most parts far from it. Moreover, the volumetric strain within shear band is significantly larger than that beyond it, and critical state occurs locally at large global strain level.
Abstract：
In this paper,a FEM model for calculating earth pressures behind the abutment with considering the interaction of the earth and the abutment is established, the distribution curves of earth pressures behind the abutment under seasonal fluctuation of temperature are analyzed. With a practical example of a three span continuous concrete bans,two method are proposed and verified:a compressible inclusion of resilient EPS material is used or the EPS block geofoam is used as lightweight fill ,with geosynthetic as reinforcement (geogrid, geotextile or metallic elements). It offers a theoretical basis for design of the abutments.
In this paper,a FEM model for calculating earth pressures behind the abutment with considering the interaction of the earth and the abutment is established, the distribution curves of earth pressures behind the abutment under seasonal fluctuation of temperature are analyzed. With a practical example of a three span continuous concrete bans,two method are proposed and verified:a compressible inclusion of resilient EPS material is used or the EPS block geofoam is used as lightweight fill ,with geosynthetic as reinforcement (geogrid, geotextile or metallic elements). It offers a theoretical basis for design of the abutments.
Abstract：
The paper systematically analyzes the failure mechanism, the pore ratio, permeability and the mechanical property of sandstone under different confining pressure by using of triaxial test system. And the qualitative and quantitative relationship is established between the mechanical property of sandstone and confining pressure. It is shown that the pore ratio and permeability of sandstone are reduced with the increasing of confining pressures conforming to the rule of logarithmic function. The stiffness and strength of sandstone increase with increasing of its confining pressures presenting obvious compressive hardening. The descending gradient of residual strength after rock failure reduces when the confining pressure increases,but the residual strength was relatively improved. The failure mechanism was obviously different under different confining pressures. When confining pressure increases, the stress strain curve of sandstone with relatively weak diagensis transits from strain softening to approximate strain hardening. But the sandstone with relatively strong diagensis performs brittle tensile failure in uniaxial compressive test, and with increasing of confining pressure,the rock comes to shearing failure and its stress strain curve performs obviously brittle and strain softening properties.
The paper systematically analyzes the failure mechanism, the pore ratio, permeability and the mechanical property of sandstone under different confining pressure by using of triaxial test system. And the qualitative and quantitative relationship is established between the mechanical property of sandstone and confining pressure. It is shown that the pore ratio and permeability of sandstone are reduced with the increasing of confining pressures conforming to the rule of logarithmic function. The stiffness and strength of sandstone increase with increasing of its confining pressures presenting obvious compressive hardening. The descending gradient of residual strength after rock failure reduces when the confining pressure increases,but the residual strength was relatively improved. The failure mechanism was obviously different under different confining pressures. When confining pressure increases, the stress strain curve of sandstone with relatively weak diagensis transits from strain softening to approximate strain hardening. But the sandstone with relatively strong diagensis performs brittle tensile failure in uniaxial compressive test, and with increasing of confining pressure,the rock comes to shearing failure and its stress strain curve performs obviously brittle and strain softening properties.
Abstract：
In the project of water transferring from south to north of China (middle route), there are two large tunnels installed in the sand layers under the Yellow River bed. This paper deals with the problems of possible liquefaction and the depth of influence for these sand layers under 7 degree earthquake. The samples for dynamic tests are disturbed and undisturbed, which are taken from tunnel site by drilling.The depth of liquefaction in sand layer is estimated using different method. The anti liquefaction property for the sand sample compacted to higher density is also investigated. Finally, the vibrating acceleration of shield machine is measured to discuss the possibility of liquefaction during construction.
In the project of water transferring from south to north of China (middle route), there are two large tunnels installed in the sand layers under the Yellow River bed. This paper deals with the problems of possible liquefaction and the depth of influence for these sand layers under 7 degree earthquake. The samples for dynamic tests are disturbed and undisturbed, which are taken from tunnel site by drilling.The depth of liquefaction in sand layer is estimated using different method. The anti liquefaction property for the sand sample compacted to higher density is also investigated. Finally, the vibrating acceleration of shield machine is measured to discuss the possibility of liquefaction during construction.
Abstract：
A new apparatus called TH-20t Cyclic Shear Apparatus for Soil structure Interface (TH-20t CSASSI) is developed to investigate the monotonic and cyclic mechanical characteristics of interface between coarse grained soil and structure. The apparatus is designed to run under three normal conditions including constant stress, constant displacement and constant stiffness so that the tangential and normal stress strain relationships and their coupling effects can be examined. The deformation and stress of the interface can be measured automatically and accurately on macro and micro scales. The validity of the apparatus is verified by elementary tests. The test results show that the dilatancy of the interface is remarkable and behaves anisotropically, which imposes a significant effect on stress strain relationships of soil structure interface.
A new apparatus called TH-20t Cyclic Shear Apparatus for Soil structure Interface (TH-20t CSASSI) is developed to investigate the monotonic and cyclic mechanical characteristics of interface between coarse grained soil and structure. The apparatus is designed to run under three normal conditions including constant stress, constant displacement and constant stiffness so that the tangential and normal stress strain relationships and their coupling effects can be examined. The deformation and stress of the interface can be measured automatically and accurately on macro and micro scales. The validity of the apparatus is verified by elementary tests. The test results show that the dilatancy of the interface is remarkable and behaves anisotropically, which imposes a significant effect on stress strain relationships of soil structure interface.
Abstract：
The reliability analysis has been made for the three methods to define the vertical bearing capacity of precast pile in foundation design code of Shanghai under the confining condion of the load code.The theoretic formulas of partial factors of the resistance for the three methods have been deried.
The reliability analysis has been made for the three methods to define the vertical bearing capacity of precast pile in foundation design code of Shanghai under the confining condion of the load code.The theoretic formulas of partial factors of the resistance for the three methods have been deried.
Abstract：
In this paper, the excavation work of deep foundation pit for the north concrete anchor of south branch of Runyang Bridge is introduced. The pit is located at double stratums with the upper clay layer(16 m) and the lower sand layer(32 m).The depth of the pit is more than 48 meters. The diaphram walls with 12 inner braces and 32 piles are employed to support the pit, together with rows of chemical grouting curtain under them to hold back groundwater. At the same time, six deep well inside and two rows of deep well between the diaphram walls and outside chemical grouting are used to dewater the pit. During excavation of the pit, the forces in bracing system, the water level inside and outside the pit, and the deformation of walls have been monitored.It is shown that the design of the retaining structure is successful. It provides a practical reference for the design and construction of similar project.
In this paper, the excavation work of deep foundation pit for the north concrete anchor of south branch of Runyang Bridge is introduced. The pit is located at double stratums with the upper clay layer(16 m) and the lower sand layer(32 m).The depth of the pit is more than 48 meters. The diaphram walls with 12 inner braces and 32 piles are employed to support the pit, together with rows of chemical grouting curtain under them to hold back groundwater. At the same time, six deep well inside and two rows of deep well between the diaphram walls and outside chemical grouting are used to dewater the pit. During excavation of the pit, the forces in bracing system, the water level inside and outside the pit, and the deformation of walls have been monitored.It is shown that the design of the retaining structure is successful. It provides a practical reference for the design and construction of similar project.
Abstract：
In this paper,geocells with height of 0.10,0.15 and 0.20 m are applied to treat the subgrade subsidence. The dynamic stress in subgrade soil and the replacement thickness for three kinds of geocells are studied.The higher is the results show that height of geocell,the quicker is the decay velocity of dynamic stress under rail and the thinner is replacement thickness.
In this paper,geocells with height of 0.10,0.15 and 0.20 m are applied to treat the subgrade subsidence. The dynamic stress in subgrade soil and the replacement thickness for three kinds of geocells are studied.The higher is the results show that height of geocell,the quicker is the decay velocity of dynamic stress under rail and the thinner is replacement thickness.
Abstract：
Culmann’s graphical construction is ameliorated. By artfully constructing lines and considering geometrical aspect combined with physical aspect, a new form of formula for active earth pressure is derived,and then a new graphical construction is developed. Compared with Culmann’s graphical construction, the ameliorated approach needs fewer calculations and is more convenient, but the result obtained is preciser. The example shows that the result of it is in good agreement with that of Coulomb’s earth pressure theoretical formula.
Culmann’s graphical construction is ameliorated. By artfully constructing lines and considering geometrical aspect combined with physical aspect, a new form of formula for active earth pressure is derived,and then a new graphical construction is developed. Compared with Culmann’s graphical construction, the ameliorated approach needs fewer calculations and is more convenient, but the result obtained is preciser. The example shows that the result of it is in good agreement with that of Coulomb’s earth pressure theoretical formula.
Abstract：
By the laboratory compression test under super high pressure, the evolution of the Tertiary argillaceous sediments in the upstream of Yellow River from soil to rock reappears. Due to the strong geological tectonics and distinct differential upwarping in the formation of Qinghai Tibet Platean, the Tertiary argillaceous sediments have good physical and mechanical properties. The laboratory compression test also proves that the argillaceous sediments studied in this paper had ever suffered high compressive pressures. The correlation between void ratio and pressure obtained from the laboratory compression test can be used to evaluate the mechanical parameters of the Tertiary argillaceous sediments, by contrast to the in situ deformation tests. Therefore, the laboratory compression test in this paper is very convenient and economic to be used to predict the mechanical parameters of the Neogene argillaceous sediments, especially where the in situ tests are difficult to carry out.
By the laboratory compression test under super high pressure, the evolution of the Tertiary argillaceous sediments in the upstream of Yellow River from soil to rock reappears. Due to the strong geological tectonics and distinct differential upwarping in the formation of Qinghai Tibet Platean, the Tertiary argillaceous sediments have good physical and mechanical properties. The laboratory compression test also proves that the argillaceous sediments studied in this paper had ever suffered high compressive pressures. The correlation between void ratio and pressure obtained from the laboratory compression test can be used to evaluate the mechanical parameters of the Tertiary argillaceous sediments, by contrast to the in situ deformation tests. Therefore, the laboratory compression test in this paper is very convenient and economic to be used to predict the mechanical parameters of the Neogene argillaceous sediments, especially where the in situ tests are difficult to carry out.
Abstract：
In the far field earthquake, the energy of the Rayleigh Waves is dominante. In this paper, firstly the analytical solution of dispersion curve of Rayleigh Wave in layered soils was presented. Then, the equation of lateral dynamic response of single pile with a mass on its top in layered soils induced by Rayleigh waves was deduced based on the Winkler beam model. Finally, several numerical examples are discussed. The effects of maxium acceleration,predominant period of ground surface motion and mass of superstructure on the lateral displacement and internal force of the pile were shown. The conclusions of this paper may be meaningful to the anti seismic design of piles.
In the far field earthquake, the energy of the Rayleigh Waves is dominante. In this paper, firstly the analytical solution of dispersion curve of Rayleigh Wave in layered soils was presented. Then, the equation of lateral dynamic response of single pile with a mass on its top in layered soils induced by Rayleigh waves was deduced based on the Winkler beam model. Finally, several numerical examples are discussed. The effects of maxium acceleration,predominant period of ground surface motion and mass of superstructure on the lateral displacement and internal force of the pile were shown. The conclusions of this paper may be meaningful to the anti seismic design of piles.
Abstract：
According to complex geological condition in Qinling tunnel which is constructed by using TBM method,based on analysis of TBM method and construction technology,the relations between progress in line Ⅰ of Qinling tunnel and geology,and between equipment maintenance and management are analyzed.The method to increase utilization of work time is proposed. Therefore experience of open TBM used in tunnel construction is accumulated in China.
According to complex geological condition in Qinling tunnel which is constructed by using TBM method,based on analysis of TBM method and construction technology,the relations between progress in line Ⅰ of Qinling tunnel and geology,and between equipment maintenance and management are analyzed.The method to increase utilization of work time is proposed. Therefore experience of open TBM used in tunnel construction is accumulated in China.
Abstract：
Based on the characteristics that the failure of micro unit of rock accorded with normal distribution, this paper developed a statistical damage constitutive model reflecting the full process of rock failure by using the stress strain curve of rock and the parameter that can rationally describe the micro unit strength of rock. Hereby, the statistical damage variable of rock was modified reasonable and then the three dimensional statistical damage constitutive model reflecting the full process of rock failure was established.It is shown that the rock strength was affected by the stress state and the model was reasonable with its calculated values approximate to the test results.
Based on the characteristics that the failure of micro unit of rock accorded with normal distribution, this paper developed a statistical damage constitutive model reflecting the full process of rock failure by using the stress strain curve of rock and the parameter that can rationally describe the micro unit strength of rock. Hereby, the statistical damage variable of rock was modified reasonable and then the three dimensional statistical damage constitutive model reflecting the full process of rock failure was established.It is shown that the rock strength was affected by the stress state and the model was reasonable with its calculated values approximate to the test results.
Abstract：
This paper presents a coupled thermo hygro mechanical model including mass transfer process for unsaturated porous media. The numerical simulation is performed for an engineering clay barrier by using the constitutive model presented in reference[1].Numerical results demonstrate the effects of environmental conditions, the heat generation in the landfill and the heat transfer process on the hygro mechanical behaviour of the clay barrier. In addition, the plastic strains leading to the failure of the clay barrier may occur. The resulting contaminant concentration distributions highlight the effects of temperature and water flux input on the contaminant transport with underground water tending to penetrate the clay barrier toward the surrounding natural clay. The numerical model and the finite element solution procedure developed can be utilized to assess the long term efficiency and referenced in the design of engineering clay barrier system.
This paper presents a coupled thermo hygro mechanical model including mass transfer process for unsaturated porous media. The numerical simulation is performed for an engineering clay barrier by using the constitutive model presented in reference[1].Numerical results demonstrate the effects of environmental conditions, the heat generation in the landfill and the heat transfer process on the hygro mechanical behaviour of the clay barrier. In addition, the plastic strains leading to the failure of the clay barrier may occur. The resulting contaminant concentration distributions highlight the effects of temperature and water flux input on the contaminant transport with underground water tending to penetrate the clay barrier toward the surrounding natural clay. The numerical model and the finite element solution procedure developed can be utilized to assess the long term efficiency and referenced in the design of engineering clay barrier system.
2003, 25(2): 193-195.
Abstract：
This paper reveals the special properties of high liquid limit soil through laboratory test in order to use the high liquid limit soil rationally and to revise the corresponding specifications.
This paper reveals the special properties of high liquid limit soil through laboratory test in order to use the high liquid limit soil rationally and to revise the corresponding specifications.
Abstract：
Electromagnetic sensing technology to explorate the hidden safety problems of dyke is a new and advanced practical technology. With a not very complex frame, this technical system is easy to operate. Case histories show that this technology is suitable to assess dyke safety with a good reliability.
Electromagnetic sensing technology to explorate the hidden safety problems of dyke is a new and advanced practical technology. With a not very complex frame, this technical system is easy to operate. Case histories show that this technology is suitable to assess dyke safety with a good reliability.
Abstract：
In this paper,an experimental solution of chemical flocculation is proposed for the problems of waste flush fluid in Pingguo Aluminum Company.Through a lot of laboratory tests,the type of flocculants, the proper amount of flocculants added, and the proper density of the waste flush fluid in flocculation have been defined, and the effect of the flocculation has been analyzed. All the achievements could be taken as the reference data in the relative research.
In this paper,an experimental solution of chemical flocculation is proposed for the problems of waste flush fluid in Pingguo Aluminum Company.Through a lot of laboratory tests,the type of flocculants, the proper amount of flocculants added, and the proper density of the waste flush fluid in flocculation have been defined, and the effect of the flocculation has been analyzed. All the achievements could be taken as the reference data in the relative research.
Abstract：
In the paper, the mechanical behaviour of a metro tunnel construction adjacent to existing pile foundation in Shenzhen is studied with 3D FEM numerical simulation method. Comparing with the case of no pile foundation,the disadvantageous distribution of deformation and internal forces in the tunnel structure are demonstrated,particularly in its side wall adjacent to the existing pile foundation. In addition, the tunnel construction results in also the tensile deformation in the existing pile foundation. Therefore, it is necessary to take some reinforcing measures to guarantee safety of the tunnel itself and the adjacent existing pile foundation. Finally, based on analysis of deformation using different stiffness reduction coefficients, it is found that the tensile deformation values hardly change,because different assembling patterns of tunnel lining segments have little effects on the adjacent existing pile foundations.
In the paper, the mechanical behaviour of a metro tunnel construction adjacent to existing pile foundation in Shenzhen is studied with 3D FEM numerical simulation method. Comparing with the case of no pile foundation,the disadvantageous distribution of deformation and internal forces in the tunnel structure are demonstrated,particularly in its side wall adjacent to the existing pile foundation. In addition, the tunnel construction results in also the tensile deformation in the existing pile foundation. Therefore, it is necessary to take some reinforcing measures to guarantee safety of the tunnel itself and the adjacent existing pile foundation. Finally, based on analysis of deformation using different stiffness reduction coefficients, it is found that the tensile deformation values hardly change,because different assembling patterns of tunnel lining segments have little effects on the adjacent existing pile foundations.
Abstract：
Based on the Coulomb’s concept that the earth pressure against the back of a retaining wall is a thrust exerted by the sliding soil wedge formed by the back of the wall and a plane passing through the bottom edge of the wall with an the angle of inclination θ.The differential equation of first order is set up by the equilibrium of forces on the slice taken out from the wedge. The theoretical answers to the unit earth pressures, the resultant earth pressures and the points of application of the resultant earth pressures on retaining wall are obtained for the wall movement mode of rotation about base. The comparisons are made among the formula presented here, the formula for the wall movement mode of translation, the Coulomb’s formula and some experimental observations. It is demonstrated that the magnitudes of the resultant earth pressures for the wall movement mode of rotation about base is equal to that determined by the formula for the wall movement mode of translation and the Coulomb’s theory, but the distribution of the earth pressure and the points of application of the resultant earth pressures are significantly different.
Based on the Coulomb’s concept that the earth pressure against the back of a retaining wall is a thrust exerted by the sliding soil wedge formed by the back of the wall and a plane passing through the bottom edge of the wall with an the angle of inclination θ.The differential equation of first order is set up by the equilibrium of forces on the slice taken out from the wedge. The theoretical answers to the unit earth pressures, the resultant earth pressures and the points of application of the resultant earth pressures on retaining wall are obtained for the wall movement mode of rotation about base. The comparisons are made among the formula presented here, the formula for the wall movement mode of translation, the Coulomb’s formula and some experimental observations. It is demonstrated that the magnitudes of the resultant earth pressures for the wall movement mode of rotation about base is equal to that determined by the formula for the wall movement mode of translation and the Coulomb’s theory, but the distribution of the earth pressure and the points of application of the resultant earth pressures are significantly different.
Abstract：
The main factors influencing subsidence coefficient were comprehensively analyzed. Then the model to calculate subsidence coefficient was established by applying the theory of artificial neural network (ANN). A large amount of data of observation stations was used as learning and training samples to train and test the artificial neural network model. The calculated results of the ANN model and the observed values were compared and analyzed. The results show that it is comparatively precise to calculate the subsidence coefficient of ground surface by ANN technology.
The main factors influencing subsidence coefficient were comprehensively analyzed. Then the model to calculate subsidence coefficient was established by applying the theory of artificial neural network (ANN). A large amount of data of observation stations was used as learning and training samples to train and test the artificial neural network model. The calculated results of the ANN model and the observed values were compared and analyzed. The results show that it is comparatively precise to calculate the subsidence coefficient of ground surface by ANN technology.
Abstract：
Rigorous theoretical analysis of slope stability problems is normally conducted by the upper bound method of plastic limit analysis,considering that the soil material is perfect plastic and obeys the associated flow rule. It’s limitation lies in that the dilatancy obtained from this method exceeds that from experiments. However it will be shown that introduction of the classic non associated flow rule, namely neglecting the volumetric strain completely, neglects the important influence of dilatancy on stability of soil structure.Therefore the general non associated flow rule must be used in order to describe the soil deformation accurately.Based on the condition of plane strain, this paper deduces a D-P yield criterion matching the Mohr Coulomb criterion, which can deal with the effect of angle of dilatancy. The result of an example shows that the discrepancy between the results obtained by FEM based on D-P yield criterion and plastic limit analysis is 3% approximately.It proves that the method provided in this paper is not only reasonable but also can be introduced into current FEM program by transfering the parameter simplely because of the advantages of Drucker Prager criterion.
Rigorous theoretical analysis of slope stability problems is normally conducted by the upper bound method of plastic limit analysis,considering that the soil material is perfect plastic and obeys the associated flow rule. It’s limitation lies in that the dilatancy obtained from this method exceeds that from experiments. However it will be shown that introduction of the classic non associated flow rule, namely neglecting the volumetric strain completely, neglects the important influence of dilatancy on stability of soil structure.Therefore the general non associated flow rule must be used in order to describe the soil deformation accurately.Based on the condition of plane strain, this paper deduces a D-P yield criterion matching the Mohr Coulomb criterion, which can deal with the effect of angle of dilatancy. The result of an example shows that the discrepancy between the results obtained by FEM based on D-P yield criterion and plastic limit analysis is 3% approximately.It proves that the method provided in this paper is not only reasonable but also can be introduced into current FEM program by transfering the parameter simplely because of the advantages of Drucker Prager criterion.
Abstract：
In this paper,the prototype measurement for the lateral soil pressures on the facing,the vertical soil pressures and the deformations of the geogrid on the two step retaining wall reinforced by the geogrid on Meikan railway, were described.The variation and distribution of the lateral and vertical soil pressures and the deformations of the geogrid with soil filling and time were analyzed,the cracked face of the wall was discussed.
In this paper,the prototype measurement for the lateral soil pressures on the facing,the vertical soil pressures and the deformations of the geogrid on the two step retaining wall reinforced by the geogrid on Meikan railway, were described.The variation and distribution of the lateral and vertical soil pressures and the deformations of the geogrid with soil filling and time were analyzed,the cracked face of the wall was discussed.
Abstract：
A super element method used to analyze the interaction of a space multistory frame structure grillage foundation beams on elastic foundation is presented. The space multistory frame structure and grillage foundation beams are treated as grillage shear bending beams, and are divided into super element according to the columns span. Then, the interaction problems of the shear bending beams on various elastic foundation are analyzed by finite element. The method presented in this paper is simpler in calculation and can be used more widely.
A super element method used to analyze the interaction of a space multistory frame structure grillage foundation beams on elastic foundation is presented. The space multistory frame structure and grillage foundation beams are treated as grillage shear bending beams, and are divided into super element according to the columns span. Then, the interaction problems of the shear bending beams on various elastic foundation are analyzed by finite element. The method presented in this paper is simpler in calculation and can be used more widely.
Abstract：
Themagnitudeandrateofthesettlementarethekeyelementssubjectedtodesignanalysisofembankmentsonsoftground .Theobserva tionalmethodsbasedonfieldmeasurementhaveindicatedthepromisingresultsandbecomeeffectivemethodstopredictthefinalsettlement,while the uncertainties of parameters and the orieslimitsignificantlytheaccuracy of settlementestimation .This paperpresentsanobservationalmethodto predict the settlementperformanceofembankmentswithstageconstructiononsoftgroundbasedonAsaokamethod .Thecasestudiesshowtheac cordanceofthepredictingresults with the fieldmeasured data .Itis alsogiven from the case study that the value of Eu/curatiorangesfrom 5 0to 10 0forJiangsuMarineclayanditsactualcoefficientofconsolidationisalmostoneorderofmagnitudelarger than the laboratory data .
Themagnitudeandrateofthesettlementarethekeyelementssubjectedtodesignanalysisofembankmentsonsoftground .Theobserva tionalmethodsbasedonfieldmeasurementhaveindicatedthepromisingresultsandbecomeeffectivemethodstopredictthefinalsettlement,while the uncertainties of parameters and the orieslimitsignificantlytheaccuracy of settlementestimation .This paperpresentsanobservationalmethodto predict the settlementperformanceofembankmentswithstageconstructiononsoftgroundbasedonAsaokamethod .Thecasestudiesshowtheac cordanceofthepredictingresults with the fieldmeasured data .Itis alsogiven from the case study that the value of Eu/curatiorangesfrom 5 0to 10 0forJiangsuMarineclayanditsactualcoefficientofconsolidationisalmostoneorderofmagnitudelarger than the laboratory data .
