地质岩土英文文献翻译
International Journal of Rock Mechanics and Mining SciencesAnalysis of geo-structural defects in flexural topplingfailureAbbas Majdi and Mehdi Amini AbstractThe in-situ rock structural weaknesses, referred to herein as geo-structural defects, such as naturally induced micro-cracks, are extremely responsive to tensile stresses. Flexural toppling failure occurs by tensile stress caused by the moment due to the weight of the inclined superimposed cantilever-like rock columns. Hence, geo-structural defects that may naturally exist in rock columns are modeled by a series of cracks in maximum tensile stress plane. The magnitude and location of the maximum tensile stress in rock columns with potential flexural toppling failure are determined. Then, the minimum factor of safety for rock columns are computed by means of principles of solid and fracture mechanics, independently. Next, a new equation is proposed to determine the length of critical crack in such rock columns. It has been shown that if the length of natural crack is smaller than the length of critical crack, then the result based on solid mechanics approach is more appropriate; otherwise, the result obtained based on the principles of fracture mechanics is more acceptable. Subsequently, for stabilization of the prescribed rock slopes, some new analytical relationships are suggested for determination the length and diameter of the required fully grouted rock bolts. Finally, for quick design of rock slopes against flexural toppling failure, a graphical approach along with some design curves are presented by which an admissible inclination of such rock slopes and or length of all required fully grouted rock bolts are determined. In addition, a case study has been used for practical verification of the proposed approaches.Keywords Geo-structural defects, In-situ rock structural weaknesses, Critical crack length1.IntroductionRock masses are natural materials formed in the course of millions of years. Since during their formation and afterwards, they have been subjected to high variable pressures both vertically and horizontally, usually, they are not continuous, and contain numerous cracks and fractures. The exerted pressures, sometimes, produce joint sets. Since these pressures sometimes may not be sufficiently high to create separate joint sets in rock masses, they can produce micro joints and micro-cracks. However, the results cannot be considered as independent joint sets. Although the effects of these micro-cracks are not that pronounced compared with large size joint sets, yet they may cause a drastic change of in-situ geomechanical properties of rock masses. Also, in many instances, due to dissolution of in-situ rock masses, minute bubble-like cavities, etc., are produced, which cause a severe reduction of in-situ tensile strength. Therefore, one should not replace this in-situ strength by that obtained in the laboratory. On the other hand, measuring the in-situ rock tensile strength due to the interaction of complex parameters is impractical. Hence, an appropriate approach for estimation of the tensile strength should be sought. In this paper, by means of principles of solid and fracture mechanics, a new approach for determination of the effect of geo-structural defects on flexural toppling failure is proposed.2. Effect of geo-structural defects on flexural toppling failure2.1. Critical section of the flexural toppling failureAs mentioned earlier, Majdi and Amini [10] and Amini et al. [11] have proved that the accurate factor of safety is equal to that calculated for a series of inclined rock columns, which, by analogy, is equivalent to the superimposed inclined cantilever beams as shown in Fig. 3. According to the equations of limit equilibrium, the moment M and the shearing force V existing in various cross-sectional areas in the beams can be calculated as follows:(5)( 6)Since the superimposed inclined rock columns are subjected to uniformly distributed loadscaused by their own weight, hence, the maximum shearing force and moment exist at the very fixed end, that is, at x=Ψ:(7)(8)If the magnitude of Ψ from Eq. (1) is substituted into Eqs. (7) and (8), then the magnitudes of shearing force and the maximum moment of equivalent beam for rock slopes are computed as follows:(9)(10)where C is a dimensionless geometrical parameter that is related to the inclinations of the rock slope, the total failure plane and the dip of the rock discontinuities that exist in rock masses, and can be determined by means of curves shown in Fig.Mmax and Vmax will produce the normal (tensile and compressive) and the shear stresses in critical cross-sectional area, respectively. However, the combined effect of them will cause rock columns to fail. It is well understood that the rocks are very susceptible to tensile stresses, and the effect of maximum shearing force is also negligible compared with the effect of tensile stress. Thus, for the purpose of the ultimate stability, structural defects reduce thecross-sectional area of load bearing capacity of the rock columns and, consequently, increase the stress concentration in neighboring solid areas. Thus, the in-situ tensile strength of the rock columns, the shearing effect might be neglected and only the tensile stress caused due to maximum bending stress could be used.2.2. Analysis of geo-structural defectsDetermination of the quantitative effect of geo-structural defects in rock masses can be investigated on the basis of the following two approaches.2.2.1. Solid mechanics approachIn this method, which is, indeed, an old approach, the loads from the weak areas are removed and likewise will be transferred to the neighboring solid areas. Therefore, the solid areas of the rock columns, due to overloading and high stress concentration, will eventually encounter with the premature failure. In this paper,for analysis of the geo-structural defects in flexural toppling failure, a set of cracks in critical cross-sectional area has been modeled as shown in Fig. 5. By employing Eq. (9) and assuming that the loads from weak areas are transferred to the solid areas with higher load bearing capacity (Fig. 6), the maximum stresses could be computed by the following equation (see Appendix A for more details):（11）Hence, with regard to Eq. (11), for determination of the factor of safety against flexural toppling failure in open excavations and underground openings including geo-structural defects the following equation is suggested:（12）From Eq. (12) it can be inferred that the factor of safety against flexural toppling failure obtained on the basis of principles of solid mechanics is irrelevant to the length of geo-structural defects or the crack length, directly. However, it is related to the dimensionless parameter “joint persistence”,k, as it was defined earlier in this paper. Fig. 2 represents the effect of parameter k on the critical height of the rock slope. This figure also shows the limiting equilibrium of the rock mass (F s=1) with a potential of flexural toppling failure.Fig. 2. Determination of the critical height of rock slopes with a potential of flexural toppling failure on the basis of principles of solid mechanics.2.2.2. Fracture mechanics approachGriffith in 1924 [13], by performing comprehensive laboratory tests on the glasses, concluded that fracture of brittle materials is due to high stress concentrations produced on the crack tips which causes the cracks to extend (Fig.3). Williams in 1952 and 1957 and Irwin in 1957 had proposed some relations by which the stress around the single ended crack tips subjected to tensile loading at infinite is determined [14], [15] and [16]. They introduced a new factor in their equations called the “stress intensity factor” which indicates the stress condition at the crack tips. Therefore if this factor could be determined quantitatively in laboratorial, then, the factor of safety corresponding to the failure criterion based on principles of fracture mechanics might be computed.Fig. 3. Stress concentration at the tip of a single ended crack under tensile loading Similarly, the geo-structural defects exist in rock columns with a potential of flexural toppling failure could be modeled. As it was mentioned earlier in this paper, cracks could be modeled in a conservative approach such that the location of maximum tensile stress at presumed failure plane to be considered as the cracks locations (Fig. 3). If the existing geo-structural defects in a rock mass, are modeled with a series cracks in the total failure plane, then by means of principles of fracture mechanics, an equation for determination of the factor of safety against flexural toppling failure could be proposed as follows:（13）where KIC is the critical stress intensity factor. Eq. (13) clarifies that the factor of safety against flexural toppling failure derived based on the method of fracture mechanics is directly related to both the “joint persistence” and the “length of cracks”. As such the length of cracks existing in the rock colum ns plays important roles in stress analysis. Fig. 10 shows the influence of the crack length on the critical height of rock slopes. This figure represents the limiting equilibrium of the rock mass with the potential of flexural toppling failure. As it can be seen, an increase of the crack length causes a decrease in the criticalheight of the rock slopes. In contrast to the principles of solid mechanics, Eq.(13) or Fig. 4 indicates either the onset of failure of the rock columns or the inception of fracture development.Fig. 4. Determination of the critical height of rock slopes with a potential of flexural toppling failure on the basis of principle of fracture mechanics.3. Comparison of the results of the two approachesThe curves shown in Fig. represent Eqs. (12) and (13), respectively. The figures reflect the quantitative effect of the geo-structural defects on flexural toppling failure on the basis of principles of solid mechanics and fracture mechanics accordingly. For the sake of comparison, these equations are applied to one kind of rock mass (limestone) with the following physical and mechanical properties [16]: , , γ=20kN/m3, k=0.75.In any case studies, a safe and stable slope height can be determined by using Eqs. (12) and (13), independently. The two equations yield two different slope heights out of which the minimum height must be taken as the most acceptable one. By equating Eqs. (12) and (13), the following relation has been derived by which a crack length, in this paper called critical length of crack, can be computed:（14a）where ac is the half of the average critical length of the cracks. Since ac appears on both sides of Eq. (14a), the critical length of the crack could be computed by trial and error method. If the length of the crack is too small with respect to rock column thickness, then the ratio t/(t−2ac) is slightly greater than one. Therefore one may ignore the length of crack in denominator, and then this ratio becomes 1. In this case Eq. (14a) reduces to the following equation, by which the critical length of the crack can be computed directly:(14b)It must be born in mind that Eq. (14b) leads to underestimate the critical length of the crack compared with Eq. (14a). Therefore, for an appropriate determination of the quantitative effect of geo-structural defects in rock mass against flexural toppling failure, the following 3 conditions must be considered: (1) a=0; (2) a<ac;(3) a>ac.In case 1, there are no geo-structural defects in rock columns and so Eq. (3) will be used for flexural toppling analysis. In case 2, the lengths of geo-structural defects are smaller than the critical length of the crack. In this case failure of rock column occurs due to tensile stresses for which Eq. (12), based on the principles of solid mechanics, should be used. In case 3, the lengths of existing geo-structural defects are greater than the critical length. In this case failure will occur due to growing cracks for which Eq. (13), based on the principles of fracture mechanics, should be used for the analysis.The results of Eqs. (12) and (13) for the limiting equilibrium both are shown in Fig. 11. For the sake of more accurate comparative studies the results of Eq.(3), which represents the rock columns with no geo-structural defects are also shown in the same figure. As it was mentioned earlier in this paper, an increase of the crack length has no direct effect on Eq. (12), which was derived based on principles of solid mechanics, whereas according to the principles of fracture mechanics, it causes to reduce the value of factor of safety. Therefore, for more in-depth comparison, the results of Eq. (13), for different values of the crack length, are also shown in Fig. As can be seen from the figure, if the length of crack is less than the critical length (dotted curve shown in Fig. 11), failure is considered to follow the principles of solid mechanics which results the least slope height. However, if the length of crack increases beyond the critical length, the rock column fails due to high stress concentration at the crack tips according to the principles of fracture mechanics, which provides the least slope height. Hence, calculation of critical length of crack is of paramount importance.4. Estimation of stable rock slopes with a potential of flexural toppling failureIn rock slopes and trenches, except for the soil and rock fills, the heights are dictated by the natural topography. Hence, the desired slopes must be designed safely. In rock masses with the potential of flexural toppling failure, with regard to the length of the cracks extant in rock columns the slopes can be computed by Eqs. (3), (12), and (13) proposed in this paper. These equations can easily be converted into a series of design curves for selection of the slopes to replace the lengthy manual computations as well. [Fig. 12], [Fig. 13], [Fig. 14] and [Fig. 15] show several such design curves with the potential of flexural topping failures. If the lengths of existing cracks in the rock columns are smaller than the critical length of the crack, one can use the design curves, obtained on the basis of principles of solid mechanics, shown in [Fig. 12] and [Fig. 13], for the rock slope design purpose. If the lengths of the cracks existing in rock columns are greater than the critical length of the crack, then the design curves derived based on principles of fracture mechanics and shown in [Fig. 14] and [Fig. 15] must be used for the slope design intention. In all, these design curves, with knowing the height of the rock slopes and the thickness of the rock columns, parameter (H2/t) is computed, and then from the design curves the stable slope is calculated. It must be born in mind that all the aforementioned design curves are valid for the equilibrium condition only, that is, when FS=1. Hence, the calculated slopes from the above design curves, for the final safe design purpose must be reduced based on the desired factor of safety. For example, if the information regarding to one particular rock slope are given [17]: k=0.25, φ=10°, σt=10MPa, γ=20kN/m3, δ=45°, H=100m, t=1 m, ac>a=0.1 m, and then according to Fig. 12 the design slope will be 63°, which represents the condition of equilibrium only. Hence, the final and safe slope can be taken any values less than the above mentioned one, which is solely dependent on the desired factor of safety.Fig. 5. Selection of critical slopes for rock columns with the potential of flexural toppling failure on the basis of principles of solid mechanics when k=0.25.Fig. 6. Selection of critical slopes for rock columns with the potential of flexural toppling failure based on principles of solid mechanics when k=0.75..Fig. 7. Selection of critical slopes for rock columns with the potential of flexural toppling failure based on principles of fracture mechanics when k=0.25.Fig. 8. Selection of critical slopes for rock columns with the potential of flexural toppling failure based on principles of fracture mechanics when k=0.75.5. Stabilization of the rock mass with the potential of flexural toppling failureIn flexural toppling failure, rock columns slide over each other so that the tensile loading induced due to their self-weighting grounds causes the existing cracks to grow and thus failure occurs. Hence, if these slides, somehow, are prevented then the expected instability will be reduced significantly. Therefore, employing fully grouted rock bolts, as a useful tool, is great assistance in increasing the degree of stability of the rock columns as shown in Fig. 16 [5] and [6]. However, care must be taken into account that employing fully grouted rock bolts is not the only approach to stabilize the rock mass with potential of flexural toppling failure. Therefore, depending up on the case, combined methods such as decreasing the slope inclination, grouting, anchoring, retaining walls, etc., may even have more effective application than fully grouted rock bolts alone. In this paper a method has been presented to determine the specification of fully grouted rock bolts to stabilize such a rock mass. It is important to mention that Eqs. (15), (16), (17), (18), (19) and (20) proposed in this paper may also be used as guidelines to assist practitioners and engineers to define the specifications of the desired fully grouted rock bolts to be used for stabilization of the rock mass with potential of flexural toppling failure. Hence, the finalized specifications must also be checked by engineering judgments then to be applied to rock masses. For determination of the required length of rock bolts for the stabilization of the rock columns against flexural toppling failure the equations given in previous sections can be used. In Eqs. (12) and (13), if the factor of safety is replaced by an allowable value, then the calculated parameter t will indicate the thickness of the combined rock columns which will be equal to the safe length of the rock bolts. Therefore, the required length of the fully grouted rock bolts can be determined via the following equations which have been proposed in this paper, based on the following cases.Fig. 9. Stabilization of rock columns with potential of flexural toppling failure with fullygrouted rock bolts.Case 1: principles of solid mechanics for the condition when (a<a c):(15)Case 2: principles of fracture mechanics for the condition when (a>a c):(16)Where FSS is the allowable factor of safety, T is the length of the fully grouted rock bolts, and Ω is the angle between rock bolt longitudinal axis and the line of normal to the discontinuities of rock slope.Eqs. (15) and (16) can be converted into some design curves as shown in Fig. In some cases, one single bolt with a length T may not guarantee the stability of the rock columns against flexural toppling failure since it may pass through total failure plane. In such a case, the rock columns can be reinforced in a stepwise manner so that the thickness of the sewn rock columns becomes equal to T [11].Eq. (17) represents the shear force that exists at any cross-sectional area of the rock bolts. Therefore, both shear force and shear stress at any cross-sectional area can be calculated by the following proposed equations:（17）（18）where V is the longitudinal shear force function, τ is the shear stress function, and Q(y) is the first moment of inertia.According to the equations of equilibrium, in each element of a beam, at any cross-sectional area the shear stresses are equal to that exist in the correspondinglongitudinal section [18]. Hence, the total shear force S in the longitudinal section of the beam can be calculated as follows:The inserted shear force in the cross-sectional area of the rock bolt is equal to the total force exerted longitudinally as well. Therefore, the shear force exerted to the rock bolt's cross-section can be computed as follows:7. ConclusionsIn this paper, geo-structural defects existing in the in-situ rock columns with the potential of flexural toppling failure have been modeled with a series of central cracks. Thereafter on the basis of principles of both the solid and fracture mechanics some new equations have been proposed which can be used for stability analysis and the stabilization of such rock slopes. The final outcomes of this research are given as follows:1. Geo-structural defects play imperative roles in the stability of rock slopes, in particular, flexural toppling failure.2. The results obtained on the basis of principles of solid mechanics approach indicate that the length of cracks alone has no influence on the determination of factor of safety, whereas the value of joint persistence causes a considerable change in its value. On the other hand, the factor of safety obtained based on principles of fracture mechanics approach is strongly influenced by both the length of existing cracks in rock columns and joint persistence as well.3. The critical length of cracks represents the equality line of the results obtained from both approaches: solid mechanics and fracture mechanics.4. If the length of the crack is less than the critical length, failure is considered to follow the principles of solid mechanics. However, if the length of crack increases beyond the critical length, the rock column fails due to high stress concentration at the crack tips, according to the principles of fracture mechanics.5. The present proposed equations are also converted into some design graphs that can be used for ease of application and to reduce manual lengthy calculations for determining the critical height of rock slopes with the potential of flexural toppling failure.6. In this paper, on the basis of principles of both solid mechanics and fracture mechanics some equations are proposed to determine the safe length and the diameter of the fully grouted rock bolts for stabilization of rock slopes with the potential of flexural toppling failure.7. For simplicity of computations, some design graphs for determination of the length of the fully grouted rock bolts for stabilization of rock slopes with the potential of flexural toppling failure are also presented.8. Slope stability analysis of the Galandrood mine shows the new approach is well suited for the analysis of flexural toppling failure.国际岩石力学与工程学报地质结构缺陷对弯曲倾倒破坏的影响作者：Abbas Majdi and Mehdi Amini 摘要原位岩石弱点，在此统称为地质结构缺陷，如自然诱发的微裂纹，对拉应力有很大影响。
岩土工程中英文对照外文翻译文献
中英文对照外文翻译(文档含英文原文和中文翻译)原文:Safety Assurance for Challenging Geotechnical Civil Engineering Constructions in Urban AreasAbstractSafety is the most important aspect during design, construction and service time of any structure, especially for challenging projects like high-rise buildings and tunnels in urban areas. A high level design considering the soil-structure interaction, based on a qualified soil investigation is required for a safe and optimised design. Dueto the complexity of geotechnical constructions the safety assurance guaranteed by the 4-eye-principle is essential. The 4-eye-principle consists of an independent peer review by publicly certified experts combined with the observational method. The paper presents the fundamental aspects of safety assurance by the 4-eye-principle. The application is explained on several examples, as deep excavations, complex foundation systems for high-rise buildings and tunnel constructions in urban areas. The experiences made in the planning, design and construction phases are explained and for new inner urban projects recommendations are given.Key words: Natural Asset; Financial Value; Neural Network1.IntroductionA safety design and construction of challenging projects in urban areas is based on the following main aspects:Qualified experts for planning, design and construction;Interaction between architects, structural engineers and geotechnical engineers;Adequate soil investigation;Design of deep foundation systems using the FiniteElement-Method (FEM) in combination with enhanced in-situ load tests for calibrating the soil parameters used in the numerical simulations;Quality assurance by an independent peer review process and the observational method (4-eye-principle).These facts will be explained by large construction projects which are located in difficult soil and groundwater conditions.2.The 4-Eye-PrincipleThe basis for safety assurance is the 4-eye-principle. This 4-eye-principle is a process of an independent peer review as shown in Figure 1. It consists of 3 parts. The investor, the experts for planning and design and the construction company belong to the first division. Planning and design are done accordingto the requirements of the investor and all relevant documents to obtain the building permission are prepared. The building authorities are the second part and are responsible for the buildingpermission which is given to the investor. The thirddivision consists of the publicly certified experts.They are appointed by the building authorities but work as independent experts. They are responsible for the technical supervision of the planning, design and the construction.In order to achieve the license as a publicly certified expert for geotechnical engineering by the building authorities intensive studies of geotechnical engineering in university and large experiences in geotechnical engineering with special knowledge about the soil-structure interaction have to be proven.The independent peer review by publicly certified experts for geotechnical engineering makes sure that all information including the results of the soil investigation consisting of labor field tests and the boundary conditions defined for the geotechnical design are complete and correct.In the case of a defect or collapse the publicly certified expert for geotechnical engineering can be involved as an independent expert to find out the reasons for the defect or damage and to develop a concept for stabilization and reconstruction [1].For all difficult projects an independent peer review is essential for the successful realization of the project.3.Observational MethodThe observational method is practical to projects with difficult boundary conditions for verification of the design during the construction time and, if necessary, during service time. For example in the European Standard Eurocode 7 (EC 7) the effect and the boundary conditions of the observational method are defined.The application of the observational method is recommended for the following types of construction projects [2]:very complicated/complex projects;projects with a distinctive soil-structure-interaction,e.g. mixed shallow and deep foundations, retaining walls for deep excavations, Combined Pile-Raft Foundations (CPRFs);projects with a high and variable water pressure;complex interaction situations consisting of ground,excavation and neighbouring buildings and structures;projects with pore-water pressures reducing the stability;projects on slopes.The observational method is always a combination of the common geotechnical investigations before and during the construction phase together with the theoretical modeling and a plan of contingency actions(Figure 2). Only monitoring to ensure the stability and the service ability of the structure is not sufficient and,according to the standardization, not permitted for this purpose. Overall the observational method is an institutionalized controlling instrument to verify the soil and rock mechanical modeling [3,4].The identification of all potential failure mechanismsis essential for defining the measure concept. The concept has to be designed in that way that all these mechanisms can be observed. The measurements need to beof an adequate accuracy to allow the identification ocritical tendencies. The required accuracy as well as the boundary values need to be identified within the design phase of the observational method . Contingency actions needs to be planned in the design phase of the observational method and depend on the ductility of the systems.The observational method must not be seen as a potential alternative for a comprehensive soil investigation campaign. A comprehensive soil investigation campaignis in any way of essential importance. Additionally the observational method is a tool of quality assurance and allows the verification of the parameters and calculations applied in the design phase. The observational method helps to achieve an economic and save construction [5].4.In-Situ Load TestOn project and site related soil investigations with coredrillings and laboratory tests the soil parameters are determined. Laboratory tests are important and essential for the initial definition of soil mechanical properties of the soil layer, but usually not sufficient for an entire and realistic capture of the complex conditions, caused by theinteraction of subsoil and construction [6].In order to reliably determine the ultimate bearing capacity of piles, load tests need to be carried out [7]. Forpile load tests often very high counter weights or strong anchor systems are necessary. By using the Osterberg method high loads can be reached without install inganchors or counter weights. Hydraulic jacks induce the load in the pile using the pile itself partly as abutment.The results of the field tests allow a calibration of the numerical simulations.The principle scheme of pile load tests is shown in Figure 3.5.Examples for Engineering Practice5.1. Classic Pile Foundation for a High-Rise Building in Frankfurt Clay and LimestoneIn the downtown of Frankfurt am Main, Germany, on aconstruction site of 17,400 m2 the high-rise buildingproject “PalaisQuartier” has been realized (Figure 4). The construction was finished in 2010.The complex consists of several structures with a total of 180,000 m2 floor space, there of 60,000 m2 underground (Figure 5). The project includes the historic building “Thurn-und Taxis-Palais” whose facade has been preserved (Unit A). The office building (Unit B),which is the highest building of the project with a height of 136 m has 34 floors each with a floor space of 1340 m2. The hotel building (Unit C) has a height of 99 m with 24 upper floors. The retail area (Unit D)runs along the total length of the eastern part of the site and consists of eight upper floors with a total height of 43 m.The underground parking garage with five floors spans across the complete project area. With an 8 m high first sublevel, partially with mezzanine floor, and four more sub-levels the foundation depth results to 22 m below ground level. There by excavation bottom is at 80m above sea level (msl). A total of 302 foundation piles(diameter up to 1.86 m, length up to 27 m) reach down to depths of 53.2 m to 70.1 m. above sea level depending on the structural requirements.The pile head of the 543 retaining wall piles (diameter1.5 m, length up to 38 m)were located between 94.1 m and 99.6 m above sea level, the pile base was between 59.8 m and 73.4 m above sea level depending on the structural requirements. As shown in the sectional view(Figure 6), the upper part of the piles is in the Frankfurt Clay and the base of the piles is set in the rocky Frankfurt Limestone.Regarding the large number of piles and the high pile loads a pile load test has been carried out for optimization of the classic pile foundation. Osterberg-Cells(O-Cells) have been installed in two levels in order to assess the influence of pile shaft grouting on the limit skin friction of the piles in the Frankfurt Limestone(Figure 6). The test pile with a total length of 12.9 m and a diameter of 1.68 m consist of three segments and has been installed in the Frankfurt Limestone layer 31.7 m below ground level. The upper pile segment above the upper cell level and the middle pile segment between the two cell levels can be tested independently. In the first phase of the test the upper part was loaded by using the middle and the lower part as abutment. A limit of 24 MN could be reached (Figure 7). The upper segment was lifted about 1.5 cm, the settlement of the middle and lower part was 1.0 cm. The mobilized shaft friction was about 830 kN/m2.Subsequently the upper pile segment was uncoupled by discharging the upper cell level. In the second test phase the middle pile segment was loaded by using the lower segment as abutment. The limit load of the middle segment with shaft grouting was 27.5 MN (Figure 7).The skin friction was 1040 kN/m2, this means 24% higher than without shaft grouting. Based on the results of the pile load test using O-Cells the majority of the 290 foundation piles were made by applying shaft grouting. Due to pile load test the total length of was reduced significantly.5.2. CPRF for a High-Rise Building in Clay MarlIn the scope of the project Mirax Plaza in Kiev, Ukraine,2 high-rise buildings, each of them 192 m (46 storeys)high, a shopping and entertainment mall and an underground parking are under construction (Figure 8). The area of the project is about 294,000 m2 and cuts a 30 m high natural slope.The geotechnical investigations have been executed 70m deep. The soil conditions at the construction site are as follows: fill to a depth of 2 m to 3mquaternary silty sand and sandy silt with a thickness of 5 m to 10 m tertiary silt and sand (Charkow and Poltaw formation) with a thickness of 0 m to 24 m tertiary clayey silt and clay marl of the Kiev and But schak formation with a thickness of about 20 m tertiary fine sand of the But schak formation up to the investigation depthThe ground water level is in a depth of about 2 m below the ground surface. The soil conditions and a cross section of the project are shown in Figure 9.For verification of the shaft and base resistance of the deep foundation elements and for calibration of the numerical simulations pile load tests have been carried out on the construction yard. The piles had a diameter of 0.82 m and a length of about 10 m to 44 m. Using the results of the load tests the back analysis for verification of the FEM simulations was done. The soil properties in accordance with the results of the back analysis were partly 3 times higher than indicated in the geotechnical report. Figure 10 shows the results of the load test No. 2 and the numerical back analysis. Measurement and calculation show a good accordance.The obtained results of the pile load tests and of the executed back analysis were applied in 3-dimensionalFEM-simulations of the foundation for Tower A, taking advantage of the symmetry of the footprint of the building. The overall load of the Tower A is about 2200 MN and the area of the foundation about 2000 m2 (Figure11).The foundation design considers a CPRF with 64 barrettes with 33 m length and a cross section of 2.8 m × 0.8m. The raft of 3 m thickness is located in Kiev Clay Marl at about 10 m depth below the ground surface. The barrettes are penetrating the layer of Kiev Clay Marl reaching the Butschak Sands.The calculated loads on the barrettes were in the range of 22.1 MN to 44.5 MN. The load on the outer barrettes was about 41.2 MN to 44.5 MN which significantly exceeds the loads on the inner barrettes with the maximum value of 30.7 MN. This behavior is typical for a CPRF.The outer deep foundation elements take more loads because of their higher stiffness due to the higher volume of the activated soil. The CPRF coefficient is 0.88 =CPRF . Maximum settlements of about 12 cm werecalculated due to the settlement-relevant load of 85% of the total design load. The pressure under the foundation raft is calculated in the most areas not exceeding 200 kN/m2, at the raft edge the pressure reaches 400 kN/m2.The calculated base pressure of the outer barrettes has anaverage of 5100 kN/m2 and for inner barrettes an average of 4130 kN/m2. The mobilized shaft resistance increases with the depth reaching 180 kN/m2 for outer barrettes and 150 kN/m2 for inner barrettes.During the construction of Mirax Plaza the observational method according to EC 7 is applied. Especially the distribution of the loads between the barrettes and the raft is monitored. For this reason 3 earth pressure devices were installed under the raft and 2 barrettes (most loaded outer barrette and average loaded inner barrette) were instrumented over the length.In the scope of the project Mirax Plaza the new allowable shaft resistance and base resistance were defined for typical soil layers in Kiev. This unique experience will be used for the skyscrapers of new generation in Ukraine.The CPRF of the high-rise building project MiraxPlaza represents the first authorized CPRF in the Ukraine. Using the advanced optimization approaches and taking advantage of the positive effect of CPRF the number of barrettes could be reduced from 120 barrettes with 40 mlength to 64 barrettes with 33 m length. The foundation optimization leads to considerable decrease of the utilized resources (cement, aggregates, water, energy etc.)and cost savings of about 3.3 Million US$.译文:安全保证岩土公民发起挑战工程建设在城市地区摘要安全是最重要的方面在设计、施工和服务时间的任何结构,特别是对具有挑战性的项目,如高层建筑和隧道在城市地区。
地质专业英语翻译
C HA NGC H U N I NS TI TU TE O F TEC HNO LO GY专业英语班级：勘查0942姓名：崔金龙学号：0 4指导老师：刘丽莎成绩：Foundation engineeringStructures or other constructed works are supported on the earth by foundations. The word“foundation”may mean the earth itself, something placed in or on the earth to provide support ,or a combination of the earth and the elements placed on it . The foundation for a multistory office building could be a combination of concrete footings and the soil or rock on which the footings are supported . The foundation for an earth-fill dam would be the natural soil or rock on which the dam is placed . Concrete footing or piles and pile caps are often referred to as foundations without includes the soil or rock of the earth form a foundation system ,the soil and rock provide the ultimate support of the system . Foundations that are installed may be either soil-bearing or rock-bearing . The reactions of the soil or rock to the imposed loads generally determined how well the foundation system functions . In designing the installed portions , the designer must determine the safe pressure which can be used on the soil or rock and the amount of total settlement and differential settlement which the structure can withstand . A building's foundation transmits loads from buildings and other structures to the earth.Geotechnical engineers design foundations based on the load characteristics of the structure and the properties of the soils and/or bedrock at the site. In general, geotechnical engineers: 1) Estimate the magnitude and location of the loads to be supported; 2) Develop an investigation plan to explore the subsurface; 3) Determine necessary soil parameters through field and lab testing (e.g., consolidation test, triaxial shear test, vane shear test, standard penetration test); 4) Design the foundation in the safest and most economical manner .The primary considerations for foundation support are bearing capacity, settlement, and ground movement beneath the foundations. Bearing capacity is the ability of the site soils to support the loads imposed by buildingsor structures. Settlement occurs under all foundations in all soil conditions, though lightly loaded structures or rock sites may experience negligible settlements. For heavier structures or softer sites, both overall settlement relative to unbuilt areas or neighboring buildings, and differential settlement under a single structure, can be concerns. Of particular concern is settlement which occurs over time, as immediate settlement can usually be compensated for during construction. Ground movement beneath a structure's foundations can occur due to shrinkage or swell of expansive soils due to climatic changes, frost expansion of soil, melting of permafrost, slope instability, or other causes. All these factors must be considered during design of foundations .Many building codes specify basic foundation design parameters for simple conditions, frequently varying by jurisdiction, but such design techniques are normally limited to certain types of construction and certain types of sites, and are frequently very conservative.In areas of shallow bedrock, most foundations may bear directly on bedrock; in other areas, the soil may provide sufficient strength for the support of structures. In areas of deeper bedrock with soft overlying soils, deep foundations are used to support structures directly on the bedrock; in areas where bedrock is not economically available, stiff "bearing layers" are used to support deep foundations instead . Shallow foundationShallow foundations, often called footings, are usually embedded about a meter or so into soil. One common type is the spread footing which consists of strips or pads of concrete (or other materials) which extend below the frost line and transfer the weight from walls and columns to the soil or bedrock.Another common type of shallow foundation is the slab-on-grade foundation where the weight of the building is transferred to the soil through a concrete slab placed at the surface. Slab-on-grade foundations can be reinforced mat slabs, which range from 25 cm to several meters thick, depending on the size of the building, or post-tensioned slabs, which are typically at least 20 cm for houses, and thicker for heavier structures . Deep foundationsA deep foundation is used to transfer a load from a structure through an upper weak layer of soil to a stronger deeper layer of soil. There are different types of deep footings including impact driven piles, drilled shafts, caissons, helical piles, and earth stabilized columns. The naming conventions for different types of footings vary between different engineers. Historically, piles were wood, later steel, reinforced concrete, and pre-tensioned concrete. FootingFootings or spread foundations are used to spread the loads from columns or walls to the underlying soil or rock . Normally , footing are constructed concrete . However , under some circumstances they may be constructed of plain concrete or masonary ,when each footing supports only one columns ,it is square . Footing supporting two columns are used to carry loads from two columns , with one column and one end of the footing placed against a building line or exterior wall . Footings supporting walls are continuous footings . The sizes of footings are determined by the allowable bearing pressure which can be imposed on the soil or rock of the earth . Most building codes and textbook on foundations contain tables listing allowable bearing pressure for various types of soil and rock ;however, these tables give only general classifications and descriptions of the soil or rock and must be used with caution. More specific information about the soil or rock is normally obtained bydrilling test boring , extracting soil or rock samples, performing laboratory tests on the samples , and making engineering analysis to determine suitable bearing pressure. In addition to bearingpressure ,consideration must be given to the amount of settlement which may occur and the capability of the structure to withstand such settlement.If settlement is a problem it may be necessary to use an alternate founation type rather than footings or to enlarge the footing and decrease the bearing pressure . Mat foundationsMat or raft foundation are large , think ,and usually heavily reinforced concrete mats which transfer loads from a number of columns and walls to the underlying soil or rock .Mats are also combined footing ,but are much large than a footing supporting two columns . They are continuous footing and are designed to transfer a relatively uniform pressure to the underlying soil or rock . Mats are rigid and will act as a bridge over discontinuities in the soil or rock on which they are founded ,Mats founded several meters bellow the ground surface ,when combined with external walls ,are termed floating foundations .The weight of the total weight of the soil excavated from the ground surface to the bottom of the mat be equal to approach the total weight of the structure . In thiscase ,little or no new load is applied to the underlying supporting soil ,and settlements of a structure may be minimal after construction .基础工程建筑物或者其它已建成的工程是由基础下面的地基土来支撑着的，所以“基础”这个词表示土本身或者在土内布置的物体作为支承体，或作为土和在它上面布置的构件的联合体。
比较经典的岩土工程英文书籍
比较经典的岩土工程英文书籍，推荐搞岩土研究的看看一。
土力学相关• 工程实践中的土力学"Soil Mechanics in Engineering Practice"by Karl Terzaghi, Ralph B. Peck , Gholamreza Mesri (从1996年第三版开始作者中加入了Mesri)• 土的特性基础（第二/三版）"Fundamentals of Soil Behavior, 2nd Edition"by James K. Mitchell"Fundamentals of Soil Behavior, 3rd Edition"(2005)by James K. Mitchell and Kenichi Soga.•土力学-临界状态土力学引论The Mechacnics of Soils--An Introduction to Critical State Soil Mechanics.by Atkinson.对土的临界状态理论描述非常言简意赅，适合初学者• 临界状态土力学Critical State Soil Mechanicsby Andrew Schofield and Peter Wroth剑桥大学的schofield教授的经典之作•土的性状和临界状态土力学Soil Behaviour and Critical State Soil Mechanics.by David Muir Wood. 1990 .Wood教授的呕心沥血之作，值得一读• 高等土力学（第三版）Advanced Soil Mechanics(3rd)by Braja M. Das2008出版，最新的这方面的专著，适合当研究生教材• 非饱和土土力学Soil Mechanics for Unsaturated Soilsby Fredlund这个不说了，经典，国内早年有中译本二。
吉大岩土工程专业英语翻译第10课
New wordsprerequisite ['pri:'rekwizit] n. 先决条件earthworks 土方工程insufficient [,insə'fiʃənt] adj. 不足的，n. 不足inadequate [in'ædikwit] adj. 不充分的character of ground 场地特征（特性）request 索取，请求can lead to 必然导致unsatisfactory ['ʌn,sætis'fæktəri] adj. 不令人满意的；不满足的；不符合要求的subsequently ['sʌbsikwəntli] adv. 随后expenditure [iks'penditʃə] n. 支出unfair competition，illicit compelition 不正当竞争additional expenditure 附加费用；追加支出unfavourable adj. 不利的；不适宜的secondary matter 次要问题The general objective of总体目标the suitability of a site 场地的适宜性z evaluatez assess, assessmentz appraisez estimatez valuationz attempt to foreseez forward-lookingz prospectivez program-predictive provide against 预防local condition 当地条件assumption [ə'sʌmpʃən] n. 假定the basic design assumption设计假定proceed with 继续进行proceed from 从...出发proceed against 起诉accordingly [ə'kɔ:diŋli] 相应地map survey （岩土工程*仅限本课）填图literature survey文献调查（包括搜集和查阅已有资料、近似的工程经验和数据，走访调查等）reconnaissance / reconnoissance [ri'kɔnisəns] n. 事先考查；勘测；preliminary reconnaissance 初步考察z site explorationz site visitz on-the-spot surveyz preliminary prospecting in site appertain [,æpə'tein] vi. 属于；和……有关appertaining to 作为一部分；和…有关z ground waterz underground waterz Subterranean waterz soil waterearth pressure 土压力；地压as far as… 就…而言in terms of… 就…而言bearing capacity 承载力foundation rocks 基岩subsidence in mining area 矿区的地面塌陷问题mine workings 矿山巷道，采掘工作面old mine workings 废弃矿山巷道；老矿井topography [tə'pɔɡrəfi] n. 地势；地形学；地志hill [hil] n. 小山；丘陵；斜坡；山冈old shallow mine workings 废弃的浅埋矿井regime [rei'ʒi:m] n.政体；状态z flow regime 流态；水流动态z water regime 水情；水文状况z hydrological regime 水文状况，水分状况subsurface drainage 浅地表排水；地下排水built-up建筑物多的the proposed construction 拟建建（构）筑物existing structure 既有建（构）筑物log core 岩心记录，岩心描述hand auger 手提螺钻butter fly蝶阀取土器pit 基坑adits 平硐trenches 沟槽percussion冲击percussion drilling 冲击钻探有关取样的词汇按比例取样proportional sampling剥层法(取样方法) peeling method，sampling by评价，评估前瞻性的现场踏勘地下水stripping沉落取样器drop sampler衬片取样器foil sampler重复取样repeated sampling， resampling地下取样subsurface sample地下水取样groundwater sampling冻结取样器cryogenic sampler对开式取样器split tube sampler多次取样multisampling二次取样subsample方格法(取样) quadrangle method分层取样stratified sampling固定活塞式取样器fixed piston sampler管式取样器tube sampler海底取样submarine sampling海底取样器kullenberg sampler盒式取样器(开斯顿取样器) kasten corer回转取样器rotary sampler井壁取样lateral coring井壁取样器side sampler; wall sampler井底取样器bottom-hole sample taker; bottom- hole sampler刻糟取样channel sampling刻槽取样法chip- channel method孔底取样器bottom sampler连续取样continuous sampling手动螺旋钻孔取样法auger sampling method泥泵取样器sample thief取岩心running coring取样sample collection; taking of sample; thief取样层位 sample horizon取样位置sample site取样法method of sampling取样格式 sampling dsign取样管bleeder / probe tube; sampling pepe取样厚度sampled thickness取样技术sampling technique取样|间隔sample interval； sample period取样间距interval of sampling取样流程 smpling flowsheet取样瓶 sample botlle取样器(深部) cheese tester取样枪sampling gun取样扰动sampling disturbance取样勺 sampling spoon 取样试验pick-test取样筒sampler barrel. sampling barrel. sampling tube取样系统sampling line取样钻进sample drilling取淤泥样sludge sampling双层取样double tube sampler双重岩心管取样器double tube core; barrelsampler 四分取样铲quartering shovel四分取样法quartering探槽取样pit sampling桶式取样方法barrel sampling外间隙比(取样器) outer clearance ratio无吊索取样管free-draining-fall corer系列取样serial sampling谢尔贝薄壁取样器Shelby tube sampler压力取样器pressure thief压入式取样器 jacker in sampler压人式取样简pressure-type core barrel液压活塞取样[土] hydraulic piston sampler移动式取样器moving machine sampler原地水取样器in-situ liquid sampler原状土取样器samplers for undisturbed samples真空取样器vacuum sampling tube真空岩心取样管vacuum corer重锤岩心取样gravity core sampling自返式取样管free-draining-fall core自由下落取样器free-draining-fall corer钻孔取样器messenger钻探(取样) drilling; bore; probe drilling; prospection drilling; exploralion drilling。
土木工程 专业外语词汇大全中英翻译
土木工程专业外语词汇大全中英翻译1. 综合类大地工程geotechnical engineering1. 综合类反分析法back analysis method1. 综合类基础工程foundation engineering1. 综合类临界状态土力学critical state soil mechanics1. 综合类数值岩土力学numerical geomechanics1. 综合类土soil, earth1. 综合类土动力学soil dynamics1. 综合类土力学soil mechanics1. 综合类岩土工程geotechnical engineering1. 综合类应力路径stress path1. 综合类应力路径法stress path method2. 工程地质及勘察变质岩metamorphic rock2. 工程地质及勘察标准冻深standard frost penetration2. 工程地质及勘察冰川沉积glacial deposit2. 工程地质及勘察冰积层（台）glacial deposit2. 工程地质及勘察残积土eluvial soil, residual soil2. 工程地质及勘察层理beding2. 工程地质及勘察长石feldspar2. 工程地质及勘察沉积岩sedimentary rock2. 工程地质及勘察承压水confined water2. 工程地质及勘察次生矿物secondary mineral2. 工程地质及勘察地质年代geological age2. 工程地质及勘察地质图geological map2. 工程地质及勘察地下水groundwater2. 工程地质及勘察断层fault2. 工程地质及勘察断裂构造fracture structure2. 工程地质及勘察工程地质勘察engineering geological exploration2. 工程地质及勘察海积层（台）marine deposit2. 工程地质及勘察海相沉积marine deposit2. 工程地质及勘察花岗岩granite2. 工程地质及勘察滑坡landslide2. 工程地质及勘察化石fossil2. 工程地质及勘察化学沉积岩chemical sedimentary rock2. 工程地质及勘察阶地terrace2. 工程地质及勘察节理joint2. 工程地质及勘察解理cleavage2. 工程地质及勘察喀斯特karst2. 工程地质及勘察矿物硬度hardness of minerals2. 工程地质及勘察砾岩conglomerate2. 工程地质及勘察流滑flow slide2. 工程地质及勘察陆相沉积continental sedimentation2. 工程地质及勘察泥石流mud flow, debris flow2. 工程地质及勘察年粘土矿物clay minerals2. 工程地质及勘察凝灰岩tuff2. 工程地质及勘察牛轭湖ox-bow lake2. 工程地质及勘察浅成岩hypabyssal rock2. 工程地质及勘察潜水ground water2. 工程地质及勘察侵入岩intrusive rock2. 工程地质及勘察取土器geotome2. 工程地质及勘察砂岩sandstone2. 工程地质及勘察砂嘴spit, sand spit2. 工程地质及勘察山岩压力rock pressure2. 工程地质及勘察深成岩plutionic rock2. 工程地质及勘察石灰岩limestone2. 工程地质及勘察石英quartz2. 工程地质及勘察松散堆积物rickle2. 工程地质及勘察围限地下水（台）confined ground water 2. 工程地质及勘察泻湖lagoon2. 工程地质及勘察岩爆rock burst2. 工程地质及勘察岩层产状attitude of rock2. 工程地质及勘察岩浆岩magmatic rock, igneous rock2. 工程地质及勘察岩脉dike, dgke2. 工程地质及勘察岩石风化程度degree of rock weathering 2. 工程地质及勘察岩石构造structure of rock2. 工程地质及勘察岩石结构texture of rock2. 工程地质及勘察岩体rock mass2. 工程地质及勘察页岩shale2. 工程地质及勘察原生矿物primary mineral2. 工程地质及勘察云母mica2. 工程地质及勘察造岩矿物rock-forming mineral2. 工程地质及勘察褶皱fold, folding2. 工程地质及勘察钻孔柱状图bore hole columnar section3. 土的分类饱和土saturated soil3. 土的分类超固结土overconsolidated soil3. 土的分类冲填土dredger fill3. 土的分类充重塑土3. 土的分类冻土frozen soil, tjaele3. 土的分类非饱和土unsaturated soil3. 土的分类分散性土dispersive soil3. 土的分类粉土silt, mo3. 土的分类粉质粘土silty clay3. 土的分类高岭石kaolinite3. 土的分类过压密土（台）overconsolidated soil3. 土的分类红粘土red clay, adamic earth3. 土的分类黄土loess, huangtu(China)3. 土的分类蒙脱石montmorillonite3. 土的分类泥炭peat, bog muck3. 土的分类年粘土clay3. 土的分类年粘性土cohesive soil, clayey soil3. 土的分类膨胀土expansive soil, swelling soil3. 土的分类欠固结粘土underconsolidated soil3. 土的分类区域性土zonal soil3. 土的分类人工填土fill, artificial soil3. 土的分类软粘土soft clay, mildclay, mickle3. 土的分类砂土sand3. 土的分类湿陷性黄土collapsible loess, slumping loess3. 土的分类素填土plain fill3. 土的分类塑性图plasticity chart3. 土的分类碎石土stone, break stone, broken stone, channery, chat, crushed sto ne, deritus3. 土的分类未压密土（台）underconsolidated clay3. 土的分类无粘性土cohesionless soil, frictional soil, non-cohesive soil3. 土的分类岩石rock3. 土的分类伊利土illite3. 土的分类有机质土organic soil3. 土的分类淤泥muck, gyttja, mire, slush3. 土的分类淤泥质土mucky soil3. 土的分类原状土undisturbed soil3. 土的分类杂填土miscellaneous fill3. 土的分类正常固结土normally consolidated soil3. 土的分类正常压密土（台）normally consolidated soil3. 土的分类自重湿陷性黄土self weight collapse loess4. 土的物理性质阿太堡界限Atterberg limits4. 土的物理性质饱和度degree of saturation4. 土的物理性质饱和密度saturated density4. 土的物理性质饱和重度saturated unit weight4. 土的物理性质比重specific gravity4. 土的物理性质稠度consistency4. 土的物理性质不均匀系数coefficient of uniformity, uniformity coefficient 4. 土的物理性质触变thixotropy4. 土的物理性质单粒结构single-grained structure4. 土的物理性质蜂窝结构honeycomb structure4. 土的物理性质干重度dry unit weight4. 土的物理性质干密度dry density4. 土的物理性质塑性指数plasticity index4. 土的物理性质含水量water content, moisture content4. 土的物理性质活性指数4. 土的物理性质级配gradation, grading4. 土的物理性质结合水bound water, combined water, held water4. 土的物理性质界限含水量Atterberg limits4. 土的物理性质颗粒级配particle size distribution of soils, mechanical composi tion of soil4. 土的物理性质可塑性plasticity4. 土的物理性质孔隙比void ratio4. 土的物理性质孔隙率porosity4. 土的物理性质粒度granularity, grainness, grainage4. 土的物理性质粒组fraction, size fraction4. 土的物理性质毛细管水capillary water4. 土的物理性质密度density4. 土的物理性质密实度compactionness4. 土的物理性质年粘性土的灵敏度sensitivity of cohesive soil4. 土的物理性质平均粒径mean diameter, average grain diameter4. 土的物理性质曲率系数coefficient of curvature4. 土的物理性质三相图block diagram, skeletal diagram, three phase diagram4. 土的物理性质三相土tri-phase soil4. 土的物理性质湿陷起始应力initial collapse pressure4. 土的物理性质湿陷系数coefficient of collapsibility4. 土的物理性质缩限shrinkage limit4. 土的物理性质土的构造soil texture4. 土的物理性质土的结构soil structure4. 土的物理性质土粒相对密度specific density of solid particles4. 土的物理性质土中气air in soil4. 土的物理性质土中水water in soil4. 土的物理性质团粒aggregate, cumularpharolith4. 土的物理性质限定粒径constrained diameter4. 土的物理性质相对密度relative density, density index4. 土的物理性质相对压密度relative compaction, compacting factor, percent compa ction, coefficient of compaction4. 土的物理性质絮状结构flocculent structure4. 土的物理性质压密系数coefficient of consolidation4. 土的物理性质压缩性compressibility4. 土的物理性质液限liquid limit4. 土的物理性质液性指数liquidity index4. 土的物理性质游离水（台）free water4. 土的物理性质有效粒径effective diameter, effective grain size, effective size4. 土的物理性质有效密度effective density4. 土的物理性质有效重度effective unit weight4. 土的物理性质重力密度unit weight4. 土的物理性质自由水free water, gravitational water, groundwater, phreatic wa ter4. 土的物理性质组构fabric4. 土的物理性质最大干密度maximum dry density4. 土的物理性质最优含水量optimum water content5. 渗透性和渗流达西定律Darcy s law5. 渗透性和渗流管涌piping5. 渗透性和渗流浸润线phreatic line5. 渗透性和渗流临界水力梯度critical hydraulic gradient5. 渗透性和渗流流函数flow function5. 渗透性和渗流流土flowing soil5. 渗透性和渗流流网flow net5. 渗透性和渗流砂沸sand boiling5. 渗透性和渗流渗流seepage5. 渗透性和渗流渗流量seepage discharge5. 渗透性和渗流渗流速度seepage velocity5. 渗透性和渗流渗透力seepage force5. 渗透性和渗流渗透破坏seepage failure5. 渗透性和渗流渗透系数coefficient of permeability5. 渗透性和渗流渗透性permeability5. 渗透性和渗流势函数potential function5. 渗透性和渗流水力梯度hydraulic gradient6. 地基应力和变形变形deformation6. 地基应力和变形变形模量modulus of deformation6. 地基应力和变形泊松比Poisson s ratio6. 地基应力和变形布西涅斯克解Boussinnesq s solution6. 地基应力和变形残余变形residual deformation6. 地基应力和变形残余孔隙水压力residual pore water pressure6. 地基应力和变形超静孔隙水压力excess pore water pressure6. 地基应力和变形沉降settlement6. 地基应力和变形沉降比settlement ratio6. 地基应力和变形次固结沉降secondary consolidation settlement6. 地基应力和变形次固结系数coefficient of secondary consolidation6. 地基应力和变形地基沉降的弹性力学公式elastic formula for settlement calculat ion6. 地基应力和变形分层总和法layerwise summation method6. 地基应力和变形负孔隙水压力negative pore water pressure6. 地基应力和变形附加应力superimposed stress6. 地基应力和变形割线模量secant modulus6. 地基应力和变形固结沉降consolidation settlement6. 地基应力和变形规范沉降计算法settlement calculation by specification6. 地基应力和变形回弹变形rebound deformation6. 地基应力和变形回弹模量modulus of resilience6. 地基应力和变形回弹系数coefficient of resilience6. 地基应力和变形回弹指数swelling index6. 地基应力和变形建筑物的地基变形允许值allowable settlement of building6. 地基应力和变形剪胀dilatation6. 地基应力和变形角点法corner-points method6. 地基应力和变形孔隙气压力pore air pressure6. 地基应力和变形孔隙水压力pore water pressure6. 地基应力和变形孔隙压力系数Apore pressure parameter A6. 地基应力和变形孔隙压力系数Bpore pressure parameter B6. 地基应力和变形明德林解Mindlin s solution6. 地基应力和变形纽马克感应图Newmark chart6. 地基应力和变形切线模量tangent modulus6. 地基应力和变形蠕变creep6. 地基应力和变形三向变形条件下的固结沉降three-dimensional consolidation settl ement6. 地基应力和变形瞬时沉降immediate settlement6. 地基应力和变形塑性变形plastic deformation6. 地基应力和变形谈弹性变形elastic deformation6. 地基应力和变形谈弹性模量elastic modulus6. 地基应力和变形谈弹性平衡状态state of elastic equilibrium6. 地基应力和变形体积变形模量volumetric deformation modulus6. 地基应力和变形先期固结压力preconsolidation pressure6. 地基应力和变形压缩层6. 地基应力和变形压缩模量modulus of compressibility6. 地基应力和变形压缩系数coefficient of compressibility6. 地基应力和变形压缩性compressibility6. 地基应力和变形压缩指数compression index6. 地基应力和变形有效应力effective stress6. 地基应力和变形自重应力self-weight stress6. 地基应力和变形总应力total stress approach of shear strength6. 地基应力和变形最终沉降final settlement7. 固结巴隆固结理论Barron s consolidation theory7. 固结比奥固结理论Biot s consolidation theory7. 固结超固结比over-consolidation ratio7. 固结超静孔隙水压力excess pore water pressure7. 固结次固结secondary consolidation7. 固结次压缩（台）secondary consolidatin7. 固结单向度压密（台）one-dimensional consolidation7. 固结多维固结multi-dimensional consolidation7. 固结固结consolidation7. 固结固结度degree of consolidation7. 固结固结理论theory of consolidation7. 固结固结曲线consolidation curve7. 固结固结速率rate of consolidation7. 固结固结系数coefficient of consolidation7. 固结固结压力consolidation pressure7. 固结回弹曲线rebound curve7. 固结井径比drain spacing ratio7. 固结井阻well resistance7. 固结曼代尔－克雷尔效应Mandel-Cryer effect7. 固结潜变（台）creep7. 固结砂井sand drain7. 固结砂井地基平均固结度average degree of consolidation of sand-drained groun d7. 固结时间对数拟合法logrithm of time fitting method7. 固结时间因子time factor7. 固结太沙基固结理论Terzaghi s consolidation theory7. 固结太沙基－伦杜列克扩散方程Terzaghi-Rendulic diffusion equation7. 固结先期固结压力preconsolidation pressure7. 固结压密（台）consolidation7. 固结压密度（台）degree of consolidation7. 固结压缩曲线cpmpression curve7. 固结一维固结one dimensional consolidation7. 固结有效应力原理principle of effective stress7. 固结预压密压力（台）preconsolidation pressure7. 固结原始压缩曲线virgin compression curve7. 固结再压缩曲线recompression curve7. 固结主固结primary consolidation7. 固结主压密（台）primary consolidation7. 固结准固结压力pseudo-consolidation pressure7. 固结K0固结consolidation under K0 condition8. 抗剪强度安息角（台）angle of repose8. 抗剪强度不排水抗剪强度undrained shear strength8. 抗剪强度残余内摩擦角residual angle of internal friction8. 抗剪强度残余强度residual strength8. 抗剪强度长期强度long-term strength8. 抗剪强度单轴抗拉强度uniaxial tension test8. 抗剪强度动强度dynamic strength of soils8. 抗剪强度峰值强度peak strength8. 抗剪强度伏斯列夫参数Hvorslev parameter8. 抗剪强度剪切应变速率shear strain rate8. 抗剪强度抗剪强度shear strength8. 抗剪强度抗剪强度参数shear strength parameter8. 抗剪强度抗剪强度有效应力法effective stress approach of shear strength8. 抗剪强度抗剪强度总应力法total stress approach of shear strength8. 抗剪强度库仑方程Coulomb s equation8. 抗剪强度摩尔包线Mohr s envelope8. 抗剪强度摩尔－库仑理论Mohr-Coulomb theory8. 抗剪强度内摩擦角angle of internal friction8. 抗剪强度年粘聚力cohesion8. 抗剪强度破裂角angle of rupture8. 抗剪强度破坏准则failure criterion8. 抗剪强度十字板抗剪强度vane strength8. 抗剪强度无侧限抗压强度unconfined compression strength8. 抗剪强度有效内摩擦角effective angle of internal friction8. 抗剪强度有效粘聚力effective cohesion intercept8. 抗剪强度有效应力破坏包线effective stress failure envelope8. 抗剪强度有效应力强度参数effective stress strength parameter8. 抗剪强度有效应力原理principle of effective stress8. 抗剪强度真内摩擦角true angle internal friction8. 抗剪强度真粘聚力true cohesion8. 抗剪强度总应力破坏包线total stress failure envelope8. 抗剪强度总应力强度参数total stress strength parameter9. 本构模型本构模型constitutive model9. 本构模型边界面模型boundary surface model9. 本构模型层向各向同性体模型cross anisotropic model9. 本构模型超弹性模型hyperelastic model9. 本构模型德鲁克－普拉格准则Drucker-Prager criterion9. 本构模型邓肯－张模型Duncan-Chang model9. 本构模型动剪切强度9. 本构模型非线性弹性模量nonlinear elastic model9. 本构模型盖帽模型cap model9. 本构模型刚塑性模型rigid plastic model9. 本构模型割线模量secant modulus9. 本构模型广义冯·米赛斯屈服准则extended von Mises yield criterion 9. 本构模型广义特雷斯卡屈服准则extended tresca yield criterion9. 本构模型加工软化work softening9. 本构模型加工硬化work hardening9. 本构模型加工硬化定律strain harding law9. 本构模型剑桥模型Cambridge model9. 本构模型柯西弹性模型Cauchy elastic model9. 本构模型拉特－邓肯模型Lade-Duncan model9. 本构模型拉特屈服准则Lade yield criterion9. 本构模型理想弹塑性模型ideal elastoplastic model9. 本构模型临界状态弹塑性模型critical state elastoplastic model9. 本构模型流变学模型rheological model9. 本构模型流动规则flow rule9. 本构模型摩尔－库仑屈服准则Mohr-Coulomb yield criterion9. 本构模型内蕴时间塑性模型endochronic plastic model9. 本构模型内蕴时间塑性理论endochronic theory9. 本构模型年粘弹性模型viscoelastic model9. 本构模型切线模量tangent modulus9. 本构模型清华弹塑性模型Tsinghua elastoplastic model9. 本构模型屈服面yield surface9. 本构模型沈珠江三重屈服面模型Shen Zhujiang three yield surface method 9. 本构模型双参数地基模型9. 本构模型双剪应力屈服模型twin shear stress yield criterion9. 本构模型双曲线模型hyperbolic model9. 本构模型松岗元－中井屈服准则Matsuoka-Nakai yield criterion9. 本构模型塑性形变理论9. 本构模型谈弹塑性模量矩阵elastoplastic modulus matrix9. 本构模型谈弹塑性模型elastoplastic modulus9. 本构模型谈弹塑性增量理论incremental elastoplastic theory9. 本构模型谈弹性半空间地基模型elastic half-space foundation model9. 本构模型谈弹性变形elastic deformation9. 本构模型谈弹性模量elastic modulus9. 本构模型谈弹性模型elastic model9. 本构模型魏汝龙－Khosla－Wu模型Wei Rulong-Khosla-Wu model9. 本构模型文克尔地基模型Winkler foundation model9. 本构模型修正剑桥模型modified cambridge model9. 本构模型准弹性模型hypoelastic model10. 地基承载力冲剪破坏punching shear failure10. 地基承载力次层（台）substratum10. 地基承载力地基subgrade, ground, foundation soil10. 地基承载力地基承载力bearing capacity of foundation soil10. 地基承载力地基极限承载力ultimate bearing capacity of foundation soil10. 地基承载力地基允许承载力allowable bearing capacity of foundation soil10. 地基承载力地基稳定性stability of foundation soil10. 地基承载力汉森地基承载力公式Hansen s ultimate bearing capacity formula 10. 地基承载力极限平衡状态state of limit equilibrium10. 地基承载力加州承载比（美国）California Bearing Ratio10. 地基承载力局部剪切破坏local shear failure10. 地基承载力临塑荷载critical edge pressure10. 地基承载力梅耶霍夫极限承载力公式Meyerhof s ultimate bearing capacity formu la10. 地基承载力普朗特承载力理论Prandel bearing capacity theory10. 地基承载力斯肯普顿极限承载力公式Skempton s ultimate bearing capacity formu la10. 地基承载力太沙基承载力理论Terzaghi bearing capacity theory10. 地基承载力魏锡克极限承载力公式Vesic s ultimate bearing capacity formula10. 地基承载力整体剪切破坏general shear failure11. 土压力被动土压力passive earth pressure11. 土压力被动土压力系数coefficient of passive earth pressure11. 土压力极限平衡状态state of limit equilibrium11. 土压力静止土压力earth pressue at rest11. 土压力静止土压力系数coefficient of earth pressur at rest11. 土压力库仑土压力理论Coulomb s earth pressure theory11. 土压力库尔曼图解法Culmannn construction11. 土压力朗肯土压力理论Rankine s earth pressure theory11. 土压力朗肯状态Rankine state11. 土压力谈弹性平衡状态state of elastic equilibrium11. 土压力土压力earth pressure11. 土压力主动土压力active earth pressure11. 土压力主动土压力系数coefficient of active earth pressure12. 土坡稳定分析安息角（台）angle of repose12. 土坡稳定分析毕肖普法Bishop method12. 土坡稳定分析边坡稳定安全系数safety factor of slope12. 土坡稳定分析不平衡推理传递法unbalanced thrust transmission method 12. 土坡稳定分析费伦纽斯条分法Fellenius method of slices12. 土坡稳定分析库尔曼法Culmann method12. 土坡稳定分析摩擦圆法friction circle method12. 土坡稳定分析摩根斯坦－普拉斯法Morgenstern-Price method12. 土坡稳定分析铅直边坡的临界高度critical height of vertical slope12. 土坡稳定分析瑞典圆弧滑动法Swedish circle method12. 土坡稳定分析斯宾赛法Spencer method12. 土坡稳定分析泰勒法Taylor method12. 土坡稳定分析条分法slice method12. 土坡稳定分析土坡slope12. 土坡稳定分析土坡稳定分析slope stability analysis12. 土坡稳定分析土坡稳定极限分析法limit analysis method of slope stability 12. 土坡稳定分析土坡稳定极限平衡法limit equilibrium method of slope stability12. 土坡稳定分析休止角angle of repose12. 土坡稳定分析扬布普遍条分法Janbu general slice method12. 土坡稳定分析圆弧分析法circular arc analysis13. 土的动力性质比阻尼容量specific gravity capacity13. 土的动力性质波的弥散特性dispersion of waves13. 土的动力性质波速法wave velocity method13. 土的动力性质材料阻尼material damping13. 土的动力性质初始液化initial liquefaction13. 土的动力性质地基固有周期natural period of soil site13. 土的动力性质动剪切模量dynamic shear modulus of soils13. 土的动力性质动力布西涅斯克解dynamic solution of Boussinesq13. 土的动力性质动力放大因素dynamic magnification factor13. 土的动力性质动力性质dynamic properties of soils13. 土的动力性质动强度dynamic strength of soils13. 土的动力性质骨架波akeleton waves in soils13. 土的动力性质几何阻尼geometric damping13. 土的动力性质抗液化强度liquefaction stress13. 土的动力性质孔隙流体波fluid wave in soil13. 土的动力性质损耗角loss angle13. 土的动力性质往返活动性reciprocating activity13. 土的动力性质无量纲频率dimensionless frequency13. 土的动力性质液化liquefaction13. 土的动力性质液化势评价evaluation of liquefaction potential13. 土的动力性质液化应力比stress ratio of liquefaction13. 土的动力性质应力波stress waves in soils13. 土的动力性质振陷dynamic settlement13. 土的动力性质阻尼damping of soil13. 土的动力性质阻尼比damping ratio14. 挡土墙挡土墙retaining wall14. 挡土墙挡土墙排水设施14. 挡土墙挡土墙稳定性stability of retaining wall14. 挡土墙垛式挡土墙14. 挡土墙扶垛式挡土墙counterfort retaining wall14. 挡土墙后垛墙（台）counterfort retaining wall14. 挡土墙基础墙foundation wall14. 挡土墙加筋土挡墙reinforced earth bulkhead14. 挡土墙锚定板挡土墙anchored plate retaining wall14. 挡土墙锚定式板桩墙anchored sheet pile wall14. 挡土墙锚杆式挡土墙anchor rod retaining wall14. 挡土墙悬壁式板桩墙cantilever sheet pile wall14. 挡土墙悬壁式挡土墙cantilever sheet pile wall14. 挡土墙重力式挡土墙gravity retaining wall15. 板桩结构物板桩sheet pile15. 板桩结构物板桩结构sheet pile structure15. 板桩结构物钢板桩steel sheet pile15. 板桩结构物钢筋混凝土板桩reinforced concrete sheet pile15. 板桩结构物钢桩steel pile15. 板桩结构物灌注桩cast-in-place pile15. 板桩结构物拉杆tie rod15. 板桩结构物锚定式板桩墙anchored sheet pile wall15. 板桩结构物锚固技术anchoring15. 板桩结构物锚座Anchorage15. 板桩结构物木板桩wooden sheet pile15. 板桩结构物木桩timber piles15. 板桩结构物悬壁式板桩墙cantilever sheet pile wall16. 基坑开挖与降水板桩围护sheet pile-braced cuts16. 基坑开挖与降水电渗法electro-osmotic drainage16. 基坑开挖与降水管涌piping16. 基坑开挖与降水基底隆起heave of base16. 基坑开挖与降水基坑降水dewatering16. 基坑开挖与降水基坑失稳instability (failure) of foundation pit16. 基坑开挖与降水基坑围护bracing of foundation pit16. 基坑开挖与降水减压井relief well16. 基坑开挖与降水降低地下水位法dewatering method16. 基坑开挖与降水井点系统well point system16. 基坑开挖与降水喷射井点eductor well point16. 基坑开挖与降水铅直边坡的临界高度critical height of vertical slope 16. 基坑开挖与降水砂沸sand boiling16. 基坑开挖与降水深井点deep well point16. 基坑开挖与降水真空井点vacuum well point16. 基坑开挖与降水支撑围护braced cuts17. 浅基础杯形基础17. 浅基础补偿性基础compensated foundation17. 浅基础持力层bearing stratum17. 浅基础次层（台）substratum17. 浅基础单独基础individual footing17. 浅基础倒梁法inverted beam method17. 浅基础刚性角pressure distribution angle of masonary foundation17. 浅基础刚性基础rigid foundation17. 浅基础高杯口基础17. 浅基础基础埋置深度embeded depth of foundation17. 浅基础基床系数coefficient of subgrade reaction17. 浅基础基底附加应力net foundation pressure17. 浅基础交叉条形基础cross strip footing17. 浅基础接触压力contact pressure17. 浅基础静定分析法（浅基础）static analysis (shallow foundation)17. 浅基础壳体基础shell foundation17. 浅基础扩展基础spread footing17. 浅基础片筏基础mat foundation17. 浅基础浅基础shallow foundation17. 浅基础墙下条形基础17. 浅基础热摩奇金法Zemochkin s method17. 浅基础柔性基础flexible foundation17. 浅基础上部结构－基础－土共同作用分析structure- foundation-soil interaction analysis17. 浅基础谈弹性地基梁（板）分析analysis of beams and slabs on elastic foundat ion17. 浅基础条形基础strip footing17. 浅基础下卧层substratum17. 浅基础箱形基础box foundation17. 浅基础柱下条形基础18. 深基础贝诺托灌注桩Benoto cast-in-place pile18. 深基础波动方程分析Wave equation analysis18. 深基础场铸桩（台)cast-in-place pile18. 深基础沉管灌注桩diving casting cast-in-place pile18. 深基础沉井基础open-end caisson foundation18. 深基础沉箱基础box caisson foundation18. 深基础成孔灌注同步桩synchronous pile18. 深基础承台pile caps18. 深基础充盈系数fullness coefficient18. 深基础单桩承载力bearing capacity of single pile18. 深基础单桩横向极限承载力ultimate lateral resistance of single pile18. 深基础单桩竖向抗拔极限承载力vertical ultimate uplift resistance of single pile18. 深基础单桩竖向抗压容许承载力vertical ultimate carrying capacity of single pile18. 深基础单桩竖向抗压极限承载力vertical allowable load capacity of single pil e18. 深基础低桩承台low pile cap18. 深基础地下连续墙diaphgram wall18. 深基础点承桩（台）end-bearing pile18. 深基础动力打桩公式dynamic pile driving formula18. 深基础端承桩end-bearing pile18. 深基础法兰基灌注桩Franki pile18. 深基础负摩擦力negative skin friction of pile18. 深基础钢筋混凝土预制桩precast reinforced concrete piles18. 深基础钢桩steel pile18. 深基础高桩承台high-rise pile cap18. 深基础灌注桩cast-in-place pile18. 深基础横向载荷桩laterally loaded vertical piles18. 深基础护壁泥浆slurry coat method18. 深基础回转钻孔灌注桩rotatory boring cast-in-place pile18. 深基础机挖异形灌注桩18. 深基础静力压桩silent piling18. 深基础抗拔桩uplift pile18. 深基础抗滑桩anti-slide pile18. 深基础摩擦桩friction pile18. 深基础木桩timber piles18. 深基础嵌岩灌注桩piles set into rock18. 深基础群桩pile groups18. 深基础群桩效率系数efficiency factor of pile groups18. 深基础群桩效应efficiency of pile groups18. 深基础群桩竖向极限承载力vertical ultimate load capacity of pile groups 18. 深基础深基础deep foundation18. 深基础竖直群桩横向极限承载力18. 深基础无桩靴夯扩灌注桩rammed bulb ile18. 深基础旋转挤压灌注桩18. 深基础桩piles18. 深基础桩基动测技术dynamic pile test18. 深基础钻孔墩基础drilled-pier foundation18. 深基础钻孔扩底灌注桩under-reamed bored pile18. 深基础钻孔压注桩starsol enbesol pile18. 深基础最后贯入度final set19. 地基处理表层压密法surface compaction19. 地基处理超载预压surcharge preloading19. 地基处理袋装砂井sand wick19. 地基处理地工织物geofabric, geotextile19. 地基处理地基处理ground treatment, foundation treatment 19. 地基处理电动化学灌浆electrochemical grouting19. 地基处理电渗法electro-osmotic drainage19. 地基处理顶升纠偏法19. 地基处理定喷directional jet grouting19. 地基处理冻土地基处理frozen foundation improvement 19. 地基处理短桩处理treatment with short pile19. 地基处理堆载预压法preloading19. 地基处理粉体喷射深层搅拌法powder deep mixing method 19. 地基处理复合地基composite foundation19. 地基处理干振成孔灌注桩vibratory bored pile19. 地基处理高压喷射注浆法jet grounting19. 地基处理灌浆材料injection material19. 地基处理灌浆法grouting19. 地基处理硅化法silicification19. 地基处理夯实桩compacting pile19. 地基处理化学灌浆chemical grouting19. 地基处理换填法cushion19. 地基处理灰土桩lime soil pile19. 地基处理基础加压纠偏法19. 地基处理挤密灌浆compaction grouting19. 地基处理挤密桩compaction pile, compacted column19. 地基处理挤淤法displacement method19. 地基处理加筋法reinforcement method19. 地基处理加筋土reinforced earth19. 地基处理碱液法soda solution grouting19. 地基处理浆液深层搅拌法grout deep mixing method19. 地基处理降低地下水位法dewatering method19. 地基处理纠偏技术19. 地基处理坑式托换pit underpinning19. 地基处理冷热处理法freezing and heating19. 地基处理锚固技术anchoring19. 地基处理锚杆静压桩托换anchor pile underpinning19. 地基处理排水固结法consolidation19. 地基处理膨胀土地基处理expansive foundation treatment 19. 地基处理劈裂灌浆fracture grouting19. 地基处理浅层处理shallow treatment19. 地基处理强夯法dynamic compaction19. 地基处理人工地基artificial foundation19. 地基处理容许灌浆压力allowable grouting pressure19. 地基处理褥垫pillow19. 地基处理软土地基soft clay ground19. 地基处理砂井sand drain19. 地基处理砂井地基平均固结度average degree of consolidation of sand-drained ground19. 地基处理砂桩sand column19. 地基处理山区地基处理foundation treatment in mountain area19. 地基处理深层搅拌法deep mixing method19. 地基处理渗入性灌浆seep-in grouting19. 地基处理湿陷性黄土地基处理collapsible loess treatment19. 地基处理石灰系深层搅拌法lime deep mixing method19. 地基处理石灰桩lime column, limepile19. 地基处理树根桩root pile19. 地基处理水泥土水泥掺合比cement mixing ratio19. 地基处理水泥系深层搅拌法cement deep mixing method19. 地基处理水平旋喷horizontal jet grouting19. 地基处理塑料排水带plastic drain19. 地基处理碎石桩gravel pile, stone pillar19. 地基处理掏土纠偏法19. 地基处理天然地基natural foundation19. 地基处理土工聚合物Geopolymer19. 地基处理土工织物geofabric, geotextile19. 地基处理土桩earth pile19. 地基处理托换技术underpinning technique19. 地基处理外掺剂additive19. 地基处理旋喷jet grouting19. 地基处理药液灌浆chemical grouting19. 地基处理预浸水法presoaking19. 地基处理预压法preloading19. 地基处理真空预压vacuum preloading19. 地基处理振冲法vibroflotation method19. 地基处理振冲密实法vibro-compaction19. 地基处理振冲碎石桩vibro replacement stone column19. 地基处理振冲置换法vibro-replacement19. 地基处理振密、挤密法vibro-densification, compacting19. 地基处理置换率（复合地基）replacement ratio19. 地基处理重锤夯实法tamping19. 地基处理桩式托换pile underpinning19. 地基处理桩土应力比stress ratio20. 动力机器基础比阻尼容量specific gravity capacity20. 动力机器基础等效集总参数法constant strain rate consolidation test20. 动力机器基础地基固有周期natural period of soil site20. 动力机器基础动基床反力法dynamic subgrade reaction method20. 动力机器基础动力放大因素dynamic magnification factor20. 动力机器基础隔振isolation20. 动力机器基础基础振动foundation vibration20. 动力机器基础基础振动半空间理论elastic half-space theory of foundation vibration20. 动力机器基础基础振动容许振幅allowable amplitude of foundation vibration 20. 动力机器基础基础自振频率natural frequency of foundation20. 动力机器基础集总参数法lumped parameter method20. 动力机器基础吸收系数absorption coefficient20. 动力机器基础质量－弹簧－阻尼器系统mass-spring-dushpot system21. 地基基础抗震地基固有周期natural period of soil site21. 地基基础抗震地震earthquake, seism, temblor21. 地基基础抗震地震持续时间duration of earthquake21. 地基基础抗震地震等效均匀剪应力equivalent even shear stress of earthquake21. 地基基础抗震地震反应谱earthquake response spectrum21. 地基基础抗震地震烈度earthquake intensity21. 地基基础抗震地震震级earthquake magnitude21. 地基基础抗震地震卓越周期seismic predominant period21. 地基基础抗震地震最大加速度maximum acceleration of earthquake21. 地基基础抗震动力放大因数dynamic magnification factor21. 地基基础抗震对数递减率logrithmic decrement21. 地基基础抗震刚性系数coefficient of rigidity21. 地基基础抗震吸收系数absorption coefficient22. 室内土工试验比重试验specific gravity test22. 室内土工试验变水头渗透试验falling head permeability test22. 室内土工试验不固结不排水试验unconsolidated-undrained triaxial test22. 室内土工试验常规固结试验routine consolidation test22. 室内土工试验常水头渗透试验constant head permeability test22. 室内土工试验单剪仪simple shear apparatus22. 室内土工试验单轴拉伸试验uniaxial tensile test22. 室内土工试验等速加荷固结试验constant loading rate consolidatin test22. 室内土工试验等梯度固结试验constant gradient consolidation test22. 室内土工试验等应变速率固结试验equivalent lumped parameter method22. 室内土工试验反复直剪强度试验repeated direct shear test22. 室内土工试验反压饱和法back pressure saturation method22. 室内土工试验高压固结试验high pressure consolidation test22. 室内土工试验各向不等压固结不排水试验consoidated anisotropically undrained test22. 室内土工试验各向不等压固结排水试验consolidated anisotropically drained tes t22. 室内土工试验共振柱试验resonant column test22. 室内土工试验固结不排水试验consolidated undrained triaxial test22. 室内土工试验固结快剪试验consolidated quick direct shear test22. 室内土工试验固结排水试验consolidated drained triaxial test22. 室内土工试验固结试验consolidation test22. 室内土工试验含水量试验water content test22. 室内土工试验环剪试验ring shear test。
地质工程的英语
地质工程的英语English: Geotechnical engineering is a branch of civil engineering that focuses on the behavior of earth materials such as soil and rock. It encompasses the study of soil mechanics, foundation design, slope stability, and the construction of earth structures such as dams and tunnels. Geotechnical engineers are responsible for evaluating the properties of soil and rock at construction sites, assessing the impact of geological conditions on infrastructure projects, and designing solutions to address potential challenges. This may involve conducting soil and rock testing, analyzing geological data, and developing plans for foundations, retaining walls, and other earthworks. Geotechnical engineering plays a crucial role in ensuring the safety and stability of civil infrastructure, as well as in minimizing the environmental impact of construction activities.中文翻译: 岩土工程是土木工程的一个分支，专注于土壤和岩石等地球材料的行为。
专业英语翻译(岩土系适用)
Abstract:The karst mud limestone of Triassic Badong formation (T2 b) is the serious engineering geological problem newly discovered in the population resettlement project in the Three Gorges Reservoir region. There are very complex structures in mud limestone, involving old structures, new structures and surface deformation structures, which coordinately control the karstification. In the old structures, the local structures such as folds and fault zones control the important segments and layers of karstification; and the mini structures such as joint and layer face popularize the karstification. The surface uplift and river cutting in new tectonic period put forward the unload and loose of rock mass, widening of karstification paths. The surface deformation structures densify the karstification paths and intensify the karstification. The mechanism of karst hazards yields to the regulation of structure controlling over karstification in mud limestone terrain, Three Gorges Reservoir region , which brings about hazards with features of broad range , huge scale and complex structure. The types of karst hazards involve uneven subsidence, fissure, landslide, collapse,mudflow and cave in.三峡库区三叠系巴东组(T2b)泥灰质岩石岩溶是移民迁建中发现的重大工程地质问题。
英文文献及翻译
Geotextile reinforced by soft soil1. IntroductionGeotextile known, it has high tensile strength, durability, corrosion resistance, texture, flexibility, combined with good sand, to form reinforced composite foundation, effectively increase the shear strength , tensile properties, and enhance the integrity and continuity of soil. Strengthening mechanism for the early 60's in the 20th century, Henri Vidal on the use of triaxial tests found a small amount of fiber in the sand, the soil shear strength can improve the image of more than 4 times in recent years, China's rock Laboratory workers also proved in the reinforced sand can effectively improve the soil's bearing capacity, reduce the vertical ground settlement, effectively overcome the poor soil and continuity of overall poor performance. As with the above properties of reinforced soil and the characteristics of its low price, so the project has broad application prospects.2.1 Project OverviewThe proposed retaining wall using rubble retaining wall of gravity, the wall is 6 meters high, the bearing capacity of foundation soil required to 250kPa, while the basement geology from the top down as follows: ①clay to a thickness of 0.7 to 2 meters saturated, soft plastic; ② muddy soil, about 22 - 24 meters thick, saturated, mainly plastic flow, local soft plastic; ③ sand layer to a thickness of 5 to 10 meters, containing silty soil and organic matter, saturated, slightly wet; ④ gravel layer, the thickness of the uneven distribution points, about 0 to 2.2 meters, slightly dense; ⑤ weathered sandstone. Including clay and silty soil bearing capacity is 70kPa, obviously do foundation reinforcement.2.2 Enhanced Treatment of reinforced foundation cushion Reinforcement replacement method can be used for sand and gravel used forsoil treatment, but due to loose bedding, based on past experience, witha gravel mat to treat a large settlement of the foundation always exist, even the characteristics of poor, often resulting in cracks in the superstructure, differential settlement of the image, this works for6-meter-high rubble retaining walls, height and large, and because the walls are 3 meters high wall, if there is differential settlement of retaining walls, cracks, will result in more serious consequences and thus should be used on the cushion reinforcement through economic and technical analysis, decide on the sand and gravel stratum were reinforced hardening. Reinforcement treatment method: first the design elevation and the basement excavation to 200mm thick layer of gravel bedding, and then capped with a layer of geotextile, and then in the thick sand and gravel on the 200, after leveling with the yellow sand using roller compaction; second with loaded bags of sand and gravel laying of geotextile, the gap filled with slag, geotextile bags capped 100 thick gravel, roller compaction. Its on repeat laying geotextile → → compacted gravel, until the design thickness of the cushion, the bridge is 1 m thick cushion, a total of 4 layers of geotextile, two bags of sand.This method works fast, simple machine, investment, after years of use, that reinforce good effect, building and construction units are satisfied.3 ExperienceTo achieve the reinforced soil reinforcement effect, must be reinforced earth construction technology, construction strict quality control: 1, geotextile should increase the initial pre-stress, and its end should be a reliable anchor to play the tensile strength of geotextile, anchoring more firmly, more capacity to improve, the foundation of the stress distribution more uniform, geotextile side Ministry of fixed length by laying end to ensure the fold, the folded end wrapped sand to increase its bond strength to ensure that the use will not be pulled out duringthe period.Second, the construction process have a significant effect on the reinforcement effect, the construction should be as soon as possible so that geotextile in tension, tensile strength geotextile can be played only when the deformation, so do not allow construction of geotextile crease occurs, the earth Fabric tension leveling as much as possible. Geotextile in order to have enough by the early Dutch strain, according to the following procedure works: ① laying geotextile; ② leveled the tension at both ends; both ends of the folded package gravel and sand filling at both ends; ③ center fill sand; ④ 2 higher end of sand; ⑤ Finally, the center of sand filling. Click here to enable the construction method of forming corrugated geotextile being stretched as soon as possible, to play a role in the early loaded.Third, the construction of geotextile-reinforced cushion should the level of shop using geotextile geotextile and laying of gravel bags cushion the turn to play bag cushion integrated turn out good, flexural rigidity, and dispersion of good and peace bedding layer of the overall continuity of good advantages.4 ConclusionGeotextile reinforced by soft soil is an effective, economical, safe, reliable, simple method, but the literature describes only qualitative, experience more components, yet the lack of rigorous The theoretical formula, reliable test data to be adequate, these are yet to be theoretical workers and the general engineering and technical personnel continue to explore.土工织物加筋垫层加固软土地基1. 引言土工织物又称土工聚合物，它具有高抗拉强度，耐久性、耐腐蚀性，质地柔韧，能与砂土很好地结合，组合成加筋土复合地基，有效地提高土的抗剪强度、抗拉性能，增强土体的整体性和连续性。
岩土工程专业英语
岩土工程专业外语词汇大全中英翻译1. 综合类工程geotechnical engineering反分析法back analysis method根底工程foundation engineering临界状态土力学critical state soil mechanics 数值岩土力学numerical geomechanics土soil, earth土动力学soil dynamics土力学soil mechanics岩土工程geotechnical engineering应力路径stress path应力路径法stress path method2. 工程地质及勘察变质岩metamorphic rock 标准冻深standard frost penetration冰川沉积glacial deposit冰积层〔台〕glacial deposit残积土eluvial soil, residual soil层理beding长石feldspar沉积岩sedimentary rock承压水confined water次生矿物secondary mineral地质年代geological age地质图geological map地下水groundwater断层fault断裂构造fracture structure工程地质勘察engineering geological exploration海积层〔台〕marine deposit海相沉积marine deposit花岗岩granite滑坡landslide化石fossil化学沉积岩chemical sedimentary rock阶地terrace节理joint解理cleavage 喀斯特karst矿物硬度hardness of minerals砾岩conglomerate流滑flow slide陆相沉积continental sedimentation泥石流mud flow, debris flow粘土矿物clay minerals凝灰岩tuff牛轭湖ox-bow lake浅成岩hypabyssal rock潜水ground water侵入岩intrusive rock取土器geotome砂岩sandstone砂嘴spit, sand spit山岩压力rock pressure深成岩plutonic rock石灰岩limestone石英quartz松散堆积物rickle围限地下水〔台〕confined ground water 泻湖lagoon岩爆rock burst岩层产状attitude of rock岩浆岩magmatic rock, igneous rock岩脉dike dgke岩石风化程度degree of rock weathering 岩石构造structure of rock岩石构造texture of rock岩体rock mass页岩shale原生矿物primary mineral云母mica造岩矿物rock-forming mineral褶皱fold, folding钻孔柱状图bore hole columnar section3. 土的分类饱和土saturated soil超固结土overconsolidated soil冲填土dredger fill充重塑土冻土frozen soil, tjaele非饱和土unsaturated soil分散性土dispersive soil粉土silt, mo粉质粘土silty clay高岭石kaolinite过压密土〔台〕overconsolidated soil红粘土red clay, adamic earth黄土loess, huangtu(China)蒙脱石montmorillonite泥炭peat, bog muck年粘土clay年粘性土cohesive soil, clayey soil膨胀土expansive soil, swelling soil欠固结粘土underconsolidated soil区域性土zonal soil人工填土fill, artificial soil软粘土soft clay, mildclay, mickle砂土sand湿陷性黄土collapsible loess, slumping loess 素填土plain fill塑性图plasticity chart碎石土stone, break stone, broken stone, channery, chat, crushed stone, detritus未压密土〔台〕underconsolidated clay无粘性土cohesionless soil, frictional soil, non-cohesive soil岩石rock伊利土illite有机质土organic soil淤泥muck, gyttja, mire, slush淤泥质土mucky soil原状土undisturbed soil杂填土miscellaneous fill正常固结土normally consolidated soil正常压密土〔台〕normally consolidated soil 自重湿陷性黄土self weight collapse loess4. 土的物理性质阿太堡界限Atterberg limits 饱和度degree of saturation饱和密度saturated density 饱和重度saturated unit weight比重specific gravity稠度consistency不均匀系数coefficient of uniformity, uniformity coefficient触变thixotropy单粒构造single-grained structure蜂窝构造honeyb structure干重度dry unit weight干密度dry density塑性指数plasticity index含水量water content, moisture content活性指数activity index级配gradation, grading 结合水bound water, bined water, held water 界限含水量Atterberg limits颗粒级配particle size distribution of soils, mechanical position of soil可塑性plasticity孔隙比void ratio孔隙率porosity粒度granularity, graininess, grainage粒组fraction, size fraction毛细管水capillary water密度density密实度pactionness年粘性土的灵敏度sensitivity of cohesive soil 平均粒径mean diameter, average grain diameter曲率系数coefficient of curvature三相图block diagram, skeletal diagram, three phase diagram三相土tri-phase soil湿陷起始应力initial collapse pressure湿陷系数coefficient of collapsibility缩限shrinkage limit土的构造soil texture土的构造soil structure土粒相对密度specific density of solid particles 土中气air in soil土中水water in soil团粒aggregate cumularpharolith限定粒径constrained diameter相对密度relative density, density index相对压密度relative paction, pacting factor,percent paction, coefficient of paction絮状构造flocculent structure压密系数coefficient of consolidation压缩性pressibility液限liquid limit液性指数liquidity index游离水〔台〕free water有效粒径effective diameter, effective grain size, effective size有效密度effective density有效重度effective unit weight重力密度unit weight自由水free water, gravitational water, groundwater, phreatic water组构fabric最大干密度maximum dry density最优含水量optimum water content5. 渗透性和渗流达西定律Darcy s law管涌piping浸润线phreatic line临界水力梯度critical hydraulic gradient流函数flow function流土flowing soil流网flow net砂沸sand boil渗流seepage渗流量seepage discharge渗流速度seepage velocity渗透力seepage force渗透破坏seepage failure渗透系数coefficient of permeability渗透性permeability势函数potential function水力梯度hydraulic gradient6. 地基应力和变形变形deformation变形模量modulus of deformation泊松比Poisson s ratio布西涅斯克解Boussinnesq s solution剩余变形residual deformation剩余孔隙水压力residual pore water pressure 超静孔隙水压力excess pore water pressure沉降settlement沉降比settlement ratio 次固结沉降secondary consolidation settlement 次固结系数coefficient of secondary consolidation地基沉降的弹性力学公式elastic formula for settlement calculation分层总和法layerwise summation method负孔隙水压力negative pore water pressure附加应力superimposed stress割线模量secant modulus固结沉降consolidation settlement规沉降计算法settlement calculation by specification回弹变形rebound deformation回弹模量modulus of resilience回弹系数coefficient of resilience回弹指数swelling index建筑物的地基变形允许值allowable settlement of building剪胀dilatation角点法corner-points method孔隙气压力pore air pressure孔隙水压力pore water pressure孔隙压力系数Apore pressure parameter A孔隙压力系数Bpore pressure parameter B明德林解Mindlin s solution纽马克感应图Newmark chart切线模量tangent modulus蠕变creep三向变形条件下的固结沉降three-dimensional consolidation settlement瞬时沉降immediate settlement塑性变形plastic deformation弹性变形elastic deformation弹性模量elastic modulus弹性平衡状态state of elastic equilibrium体积变形模量volumetric deformation modulus先期固结压力preconsolidation pressure压缩层pressed layer压缩模量modulus of pressibility压缩系数coefficient of pressibility压缩性pressibility压缩指数pression index有效应力effective stress自重应力self-weight stress总应力total stress approach of shear strength 最终沉降final settlement7. 固结巴隆固结理论Barron s consolidation theory比奥固结理论Biot s consolidation theory超固结比over-consolidation ratio超静孔隙水压力excess pore water pressure 次固结secondary consolidation次压缩〔台〕secondary consolidation单向度压密〔台〕one-dimensional consolidation多维固结multi-dimensional consolidation固结consolidation固结度degree of consolidation固结理论theory of consolidation固结曲线consolidation curve固结速率rate of consolidation固结系数coefficient of consolidation固结压力consolidation pressure回弹曲线rebound curve井径比drain spacing ratio井阻well resistance曼代尔－克雷尔效应Mandel-Cryer effect 潜变〔台〕creep砂井sand drain砂井地基平均固结度average degree of consolidation of sand-drained ground时间对数拟合法logrithm of time fitting method时间因子time factor太沙基固结理论Terzaghi s consolidation theory太沙基－伦杜列克扩散方程Terzaghi-Rendulic diffusion equation先期固结压力preconsolidation pressure压密〔台〕consolidation压密度〔台〕degree of consolidation压缩曲线pression curve一维固结one dimensional consolidation有效应力原理principle of effective stress预压密压力〔台〕preconsolidation pressure 原始压缩曲线virgin pression curve 再压缩曲线repression curve主固结primary consolidation主压密〔台〕primary consolidation准固结压力pseudo-consolidation pressureK0固结consolidation under K0 condition8. 抗剪强度安息角〔台〕angle of repose不排水抗剪强度undrained shear strength剩余摩擦角residual angle of internal friction 剩余强度residual strength长期强度long-term strength单轴抗拉强度uniaxial tension test动强度dynamic strength of soils峰值强度peak strength伏斯列夫参数Hvorslev parameter剪切应变速率shear strain rate抗剪强度shear strength抗剪强度参数shear strength parameter抗剪强度有效应力法effective stress approach of shear strength抗剪强度总应力法total stress approach of shear strength库仑方程Coulomb s equation摩尔包线Mohr s envelope摩尔－库仑理论Mohr-Coulomb theory摩擦角angle of internal friction年粘聚力cohesion破裂角angle of rupture破坏准那么failure criterion十字板抗剪强度vane strength无侧限抗压强度unconfined pression strength 有效摩擦角effective angle of internal friction 有效粘聚力effective cohesion intercept有效应力破坏包线effective stress failure envelope有效应力强度参数effective stress strength parameter有效应力原理principle of effective stress真摩擦角true angle internal friction真粘聚力true cohesion总应力破坏包线total stress failure envelope 总应力强度参数total stress strength parameter9. 本构模型本构模型constitutive model边界面模型boundary surface model层向各向同性体模型cross anisotropic model 超弹性模型hyperelastic model德鲁克－普拉格准那么Drucker-Prager criterion邓肯－模型Duncan-Chang model动剪切强度非线性弹性模量nonlinear elastic model盖帽模型cap model刚塑性模型rigid plastic model割线模量secant modulus广义·米赛斯屈服准那么extended von Mises yield criterion广义特雷斯卡屈服准那么extended tresca yield criterion加工软化work softening加工硬化work hardening加工硬化定律strain harding law剑桥模型Cambridge model柯西弹性模型Cauchy elastic model拉特－邓肯模型Lade-Duncan model拉特屈服准那么Lade yield criterion理想弹塑性模型ideal elastoplastic model临界状态弹塑性模型critical state elastoplastic model流变学模型rheological model流动规那么flow rule摩尔－库仑屈服准那么Mohr-Coulomb yield criterion蕴时间塑性模型endochronic plastic model 蕴时间塑性理论endochronic theory年粘弹性模型viscoelastic model切线模量tangent modulus清华弹塑性模型Tsinghua elastoplastic model 屈服面yield surface珠江三重屈服面模型Shen Zhujiang three yield surface method双参数地基模型双剪应力屈服模型twin shear stress yield criterion双曲线模型hyperbolic model松岗元－中井屈服准那么Matsuoka-Nakai yield criterion塑性形变理论弹塑性模量矩阵elastoplastic modulus matrix弹塑性模型elastoplastic modulus弹塑性增量理论incremental elastoplastic theory弹性半空间地基模型elastic half-space foundation model弹性变形elastic deformation弹性模量elastic modulus弹性模型elastic model汝龙－Khosla－Wu模型WeiRulong-Khosla-Wu model文克尔地基模型Winkler foundation model 修正剑桥模型modified cambridge model准弹性模型hypoelastic model10. 地基承载力冲剪破坏punching shear failure次层〔台〕substratum地基subgrade, ground, foundation soil地基承载力bearing capacity of foundation soil 地基极限承载力ultimate bearing capacity of foundation soil地基允许承载力allowable bearing capacity of foundation soil地基稳定性stability of foundation soil汉森地基承载力公式Hansen s ultimate bearing capacity formula极限平衡状态state of limit equilibrium加州承载比〔美国〕California Bearing Ratio 局部剪切破坏local shear failure临塑荷载critical edge pressure梅耶霍夫极限承载力公式Meyerhof s ultimate bearing capacity formula普朗特承载力理论Prandel bearing capacity theory斯肯普顿极限承载力公式Skempton s ultimate bearing capacity formula太沙基承载力理论Terzaghi bearing capacity theory锡克极限承载力公式Vesic s ultimate bearing capacity formula整体剪切破坏general shear failure11. 土压力被动土压力passive earth pressure 被动土压力系数coefficient of passive earth pressure极限平衡状态state of limit equilibrium静止土压力earth pressure at rest静止土压力系数coefficient of earth pressure at rest库仑土压力理论Coulomb s earth pressure theory库尔曼图解法Culmannn construction朗肯土压力理论Rankine s earth pressure theory朗肯状态Rankine state弹性平衡状态state of elastic equilibrium土压力earth pressure主动土压力active earth pressure主动土压力系数coefficient of active earth pressure12. 土坡稳定分析安息角〔台〕angle of repose 分析毕肖普法Bishop method分析边坡稳定平安系数safety factor of slope 分析不平衡推理传递法unbalanced thrust transmission method分析费伦纽斯条分法Fellenius method of slices分析库尔曼法Culmann method分析摩擦圆法friction circle method分析摩根斯坦－普拉斯法Morgenstern-Price method分析铅直边坡的临界高度critical height of vertical slope分析瑞典圆弧滑动法Swedish circle method 分析斯宾赛法Spencer method分析泰勒法Taylor method分析条分法slice method分析土坡slope分析土坡稳定分析slope stability analysis分析土坡稳定极限分析法limit analysis method of slope stability分析土坡稳定极限平衡法limit equilibrium method of slope stability分析休止角angle of repose分析扬布普遍条分法Janbu general slice method分析圆弧分析法circular arc analysis13. 土的动力性质比阻尼容量specific gravity capacity波的弥散特性dispersion of waves波速法wave velocity method材料阻尼material damping初始液化initial liquefaction地基固有周期natural period of soil site动剪切模量dynamic shear modulus of soils 动力布西涅斯克解dynamic solution of Boussinesq动力放大因素dynamic magnification factor 动力性质dynamic properties of soils动强度dynamic strength of soils骨架波akeleton waves in soils几何阻尼geometric damping抗液化强度liquefaction stress孔隙流体波fluid wave in soil损耗角loss angle往返活动性reciprocating activity无量纲频率dimensionless frequency液化liquefaction液化势评价evaluation of liquefaction potential 液化应力比stress ratio of liquefaction应力波stress waves in soils振陷dynamic settlement阻尼damping of soil阻尼比damping ratio14. 挡土墙挡土墙retaining wall挡土墙排水设施挡土墙稳定性stability of retaining wall垛式挡土墙扶垛式挡土墙counterfort retaining wall后垛墙〔台〕counterfort retaining wall根底墙foundation wall加筋土挡墙reinforced earth bulkhead锚定板挡土墙anchored plate retaining wall锚定式板桩墙anchored sheet pile wall锚杆式挡土墙anchor rod retaining wall悬壁式板桩墙cantilever sheet pile wall悬壁式挡土墙cantilever sheet pile wall重力式挡土墙gravity retaining wall15. 板桩构造物板桩sheet pile物板桩构造sheet pile structure物钢板桩steel sheet pile物钢筋混凝土板桩reinforced concrete sheet pile物钢桩steel pile物灌注桩cast-in-place pile物拉杆tie rod物锚定式板桩墙anchored sheet pile wall物锚固技术anchoring物锚座Anchorage物木板桩wooden sheet pile物木桩timber piles物悬壁式板桩墙cantilever sheet pile wall16. 基坑开挖与降水板桩围护sheetpile-braced cuts电渗法electro-osmotic drainage管涌piping基底隆起heave of base基坑降水dewatering基坑失稳instability (failure) of foundation pit 基坑围护bracing of foundation pit减压井relief well降低地下水位法dewatering method井点系统well point system喷射井点eductor well point铅直边坡的临界高度critical height of vertical slope砂沸sand boiling深井点deep well point真空井点vacuum well point支撑围护braced cuts17. 浅根底补偿性根底pensated foundation 持力层bearing stratum次层〔台〕substratum单独根底individual footing倒梁法inverted beam method刚性角pressure distribution angle of masonary foundation 刚性根底rigid foundation高杯口根底根底埋置深度embeded depth of foundation基床系数coefficient of subgrade reaction基底附加应力net foundation pressure穿插条形根底cross strip footing接触压力contact pressure静定分析法〔浅根底〕static analysis (shallow foundation)壳体根底shell foundation扩展根底spread footing片筏根底mat foundation浅根底shallow foundation墙下条形根底热摩奇金法Zemochkin s method柔性根底flexible foundation上部构造－根底－土共同作用分析structure- foundation-soil interactionanalysis弹性地基梁〔板〕分析analysis of beams and slabs on elastic foundation条形根底strip footing下卧层substratum箱形根底box foundation18. 深根底贝诺托灌注桩Benoto cast-in-place pile波动方程分析Wave equation analysis场铸桩〔台)cast-in-place pile沉管灌注桩diving casting cast-in-place pile沉井根底open-end caisson foundation沉箱根底box caisson foundation成孔灌注同步桩synchronous pile承台pile caps充盈系数fullness coefficient单桩承载力bearing capacity of single pile单桩横向极限承载力ultimate lateral resistance of single pile单桩竖向抗拔极限承载力vertical ultimate uplift resistance of single pile单桩竖向抗压容许承载力vertical ultimate carrying capacity of single pile单桩竖向抗压极限承载力vertical allowable load capacity of single pile低桩承台low pile cap地下连续墙diaphgram wall点承桩〔台〕end-bearing pile动力打桩公式dynamic pile driving formula 端承桩end-bearing pile法兰基灌注桩Franki pile负摩擦力negative skin friction of pile钢筋混凝土预制桩precast reinforced concrete piles钢桩steel pile高桩承台high-rise pile cap灌注桩cast-in-place pile横向载荷桩laterally loaded vertical piles护壁泥浆slurry coat method回转钻孔灌注桩rotatory boring cast-in-place pile静力压桩silent piling抗拔桩uplift pile抗滑桩anti-slide pile摩擦桩friction pile木桩timber piles嵌岩灌注桩piles set into rock群桩pile groups群桩效率系数efficiency factor of pile groups 群桩效应efficiency of pile groups群桩竖向极限承载力vertical ultimate load capacity of pile groups深根底deep foundation竖直群桩横向极限承载力无桩靴夯扩灌注桩rammed bulb ile桩piles桩基动测技术dynamic pile test钻孔墩根底drilled-pier foundation钻孔扩底灌注桩under-reamed bored pile钻孔压注桩starsol enbesol pile最后贯入度final set19. 地基处理表层压密法surface paction超载预压surcharge preloading袋装砂井sand wick地工织物geofabric, geotextile地基处理ground treatment, foundation treatment电动化学灌浆electrochemical grouting电渗法electro-osmotic drainage 顶升纠偏法定喷directional jet grouting冻土地基处理frozen foundation improvement 短桩处理treatment with short pile堆载预压法preloading粉体喷射深层搅拌法powder deep mixing method复合地基posite foundation干振成孔灌注桩vibratory bored pile高压喷射注浆法jet grouting灌浆材料injection material灌浆法grouting硅化法silicification夯实桩pacting pile化学灌浆chemical grouting换填法cushion灰土桩lime soil pile挤密灌浆paction grouting挤密桩paction pile, pacted column挤淤法displacement method加筋法reinforcement method加筋土reinforced earth碱液法soda solution grouting浆液深层搅拌法grout deep mixing method 降低地下水位法dewatering method坑式托换pit underpinning冷热处理法freezing and heating锚固技术anchoring锚杆静压桩托换anchor pile underpinning排水固结法consolidation膨胀土地基处理expansive foundation treatment劈裂灌浆fracture grouting浅层处理shallow treatment强夯法dynamic paction人工地基artificial foundation容许灌浆压力allowable grouting pressure褥垫pillow软土地基soft clay ground砂井sand drain砂井地基平均固结度average degree of consolidation of sand-drained ground砂桩sand column山区地基处理foundation treatment in mountain area深层搅拌法deep mixing method渗入性灌浆seep-in grouting湿陷性黄土地基处理collapsible loess treatment石灰系深层搅拌法lime deep mixing method 石灰桩lime column, limepile树根桩root pile水泥土水泥掺合比cement mixing ratio水泥系深层搅拌法cement deep mixing method水平旋喷horizontal jet grouting塑料排水带plastic drain碎石桩gravel pile, stone pillar天然地基natural foundation土工聚合物Geopolymer土工织物geofabric, geotextile土桩earth pile托换技术underpinning technique外掺剂additive旋喷jet grouting药液灌浆chemical grouting预浸水法presoaking预压法preloading真空预压vacuum preloading振冲法vibroflotation method振冲密实法vibro-paction振冲碎石桩vibro replacement stone column 振冲置换法vibro-replacement振密、挤密法vibro-densification, pacting置换率〔复合地基〕replacement ratio重锤夯实法tamping桩式托换pile underpinning桩土应力比stress ratio20. 动力机器根底比阻尼容量specific gravity capacity等效集总参数法constant strain rate consolidation test地基固有周期natural period of soil site动基床反力法dynamic subgrade reaction method动力放大因素dynamic magnification factor 隔振isolation根底振动foundation vibration 根底振动半空间理论elastic half-space theory of foundation vibration根底振动容许振幅allowable amplitude of foundation vibration根底自振频率natural frequency of foundation 集总参数法lumped parameter method吸收系数absorption coefficient质量－弹簧－阻尼器系统mass-spring-dushpot system21. 地基根底抗震地基固有周期natural period of soil site地震earthquake, seism, temblor地震持续时间duration of earthquake地震等效均匀剪应力equivalent even shear stress of earthquake地震反响谱earthquake response spectrum地震烈度earthquake intensity地震震级earthquake magnitude地震卓越周期seismic predominant period地震最大加速度maximum acceleration of earthquake动力放大因数dynamic magnification factor 对数递减率logrithmic decrement刚性系数coefficient of rigidity吸收系数absorption coefficient22. 室土工试验比重试验specific gravity test 变水头渗透试验falling head permeability test 不固结不排水试验unconsolidated-undrained triaxial test常规固结试验routine consolidation test常水头渗透试验constant head permeability test单剪仪simple shear apparatus单轴拉伸试验uniaxial tensile test等速加荷固结试验constant loading rate consolidation test等梯度固结试验constant gradient consolidation test等应变速率固结试验equivalent lumped parameter method反复直剪强度试验repeated direct shear test 反压饱和法back pressure saturation method高压固结试验high pressure consolidation test 各向不等压固结不排水试验consoidated anisotropically undrained test各向不等压固结排水试验consolidated anisotropically drained test共振柱试验resonant column test固结不排水试验consolidated undrained triaxial test固结快剪试验consolidated quick direct shear test固结排水试验consolidated drained triaxial test 固结试验consolidation test含水量试验water content test环剪试验ring shear test黄土湿陷试验loess collapsibility test界限含水量试验Atterberg limits test卡萨格兰德法Casagrande s method颗粒分析试验grain size analysis test孔隙水压力消散试验pore pressure dissipation test快剪试验quick direct shear test快速固结试验fast consolidation test离心模型试验centrifugal model test连续加荷固结试验continual loading test慢剪试验consolidated drained direct shear test 毛细管上升高度试验capillary rise test密度试验density test扭剪仪torsion shear apparatus膨胀率试验swelling rate test平面应变仪plane strain apparatus三轴伸长试验triaxial extension test三轴压缩试验triaxial pression test砂的相对密实度试验sand relative density test 筛分析sieve analysis渗透试验permeability test湿化试验slaking test收缩试验shrinkage test塑限试验plastic limit test缩限试验shrinkage limit test土工模型试验geotechnical model test土工织物试验geotextile test无侧限抗压强度试验unconfined pression strength test无粘性土天然坡角试验angle of repose of cohesionless soils test压密不排水三轴压缩试验consolidated undrained triaxial pression test压密排水三轴压缩试验consolidated drained triaxial pressure test压密试验consolidation test液塑限联合测定法liquid-plastic limit bined method液限试验liquid limit test应变控制式三轴压缩仪strain control triaxial pression apparatus应力控制式三轴压缩仪stress control triaxial pression apparatus有机质含量试验organic matter content test 真三轴仪true triaxial apparatus振动单剪试验dynamic simple shear test直剪仪direct shear apparatus直接剪切试验direct shear test直接单剪试验direct simple shear test自振柱试验free vibration column testK0固结不排水试验K0 consolidated undrained testK0固结排水试验K0 consolidated drained test23. 原位测试标准贯入试验standard penetration test外表波试验surface wave test超声波试验ultrasonic wave test承载比试验Califonia Bearing Ratio Test单桩横向载荷试验lateral load test of pile单桩竖向静载荷试验static load test of pile 动力触探试验dynamic penetration test静力触探试验static cone penetration test静力载荷试验plate loading test跨孔试验cross-hole test块体共振试验block resonant test螺旋板载荷试验screw plate test旁压试验pressurementer test轻便触探试验light sounding test深层沉降观测deep settlement measurement 十字板剪切试验vane shear test无损检测nondestructive testing..-下孔法试验down-hole test现场渗透试验field permeability test原位孔隙水压力量测in situ pore waterpressure measurement原位试验in-situ soil test最后贯入度final set. . word.zl-。
岩土工程专业词汇英语翻译
以文本方式查看主题- 动力学与控制技术论坛 (/index.asp)-- 岩土力学 (/list.asp?boardid=33)---- [转帖]英汉岩土词典可用Excel打开 Tab (/dispbbs.asp?boardid=33&id=6162)-- 作者：cherishme-- 发布时间：2004-9-10 15:26:21-- [转帖]英汉岩土词典可用Excel打开 Tab分类序序号分类名词（中）名词（英）1 1. 综合类大地工程 geotechnical engineering2 1. 综合类反分析法 back analysis method3 1. 综合类基础工程 foundation engineering4 1. 综合类临界状态土力学 critical state soil mechanics5 1. 综合类数值岩土力学 numerical geomechanics6 1. 综合类土 "soil, earth"7 1. 综合类土动力学 soil dynamics8 1. 综合类土力学 soil mechanics9 1. 综合类岩土工程 geotechnical engineering10 1. 综合类应力路径 stress path11 1. 综合类应力路径法 stress path method12 2. 工程地质及勘察变质岩 metamorphic rock13 2. 工程地质及勘察标准冻深 standard frost penetration14 2. 工程地质及勘察冰川沉积 glacial deposit15 2. 工程地质及勘察冰积层（台） glacial deposit16 2. 工程地质及勘察残积土 "eluvial soil, residual soil"17 2. 工程地质及勘察层理 beding18 2. 工程地质及勘察长石 feldspar19 2. 工程地质及勘察沉积岩 sedimentary rock20 2. 工程地质及勘察承压水 confined water21 2. 工程地质及勘察次生矿物 secondary mineral22 2. 工程地质及勘察地质年代 geological age23 2. 工程地质及勘察地质图 geological map24 2. 工程地质及勘察地下水 groundwater25 2. 工程地质及勘察断层 fault26 2. 工程地质及勘察断裂构造 fracture structure27 2. 工程地质及勘察工程地质勘察 engineering geological exploration28 2. 工程地质及勘察海积层（台） marine deposit29 2. 工程地质及勘察海相沉积 marine deposit30 2. 工程地质及勘察花岗岩 granite31 2. 工程地质及勘察滑坡 landslide32 2. 工程地质及勘察化石 fossil33 2. 工程地质及勘察化学沉积岩 chemical sedimentary rock34 2. 工程地质及勘察阶地 terrace35 2. 工程地质及勘察节理 joint36 2. 工程地质及勘察解理 cleavage37 2. 工程地质及勘察喀斯特 karst38 2. 工程地质及勘察矿物硬度 hardness of minerals39 2. 工程地质及勘察砾岩 conglomerate40 2. 工程地质及勘察流滑 flow slide41 2. 工程地质及勘察陆相沉积 continental sedimentation42 2. 工程地质及勘察泥石流 "mud flow, debris flow"43 2. 工程地质及勘察年粘土矿物 clay minerals44 2. 工程地质及勘察凝灰岩 tuff45 2. 工程地质及勘察牛轭湖 ox-bow lake46 2. 工程地质及勘察浅成岩 hypabyssal rock47 2. 工程地质及勘察潜水 ground water48 2. 工程地质及勘察侵入岩 intrusive rock49 2. 工程地质及勘察取土器 geotome50 2. 工程地质及勘察砂岩 sandstone51 2. 工程地质及勘察砂嘴 "spit, sand spit"52 2. 工程地质及勘察山岩压力 rock pressure53 2. 工程地质及勘察深成岩 plutionic rock54 2. 工程地质及勘察石灰岩 limestone55 2. 工程地质及勘察石英 quartz56 2. 工程地质及勘察松散堆积物 rickle57 2. 工程地质及勘察围限地下水（台） confined ground water58 2. 工程地质及勘察泻湖 lagoon59 2. 工程地质及勘察岩爆 rock burst60 2. 工程地质及勘察岩层产状 attitude of rock61 2. 工程地质及勘察岩浆岩 "magmatic rock, igneous rock"62 2. 工程地质及勘察岩脉 "dike, dgke"63 2. 工程地质及勘察岩石风化程度 degree of rock weathering64 2. 工程地质及勘察岩石构造 structure of rock65 2. 工程地质及勘察岩石结构 texture of rock66 2. 工程地质及勘察岩体 rock mass67 2. 工程地质及勘察页岩 shale68 2. 工程地质及勘察原生矿物 primary mineral69 2. 工程地质及勘察云母 mica70 2. 工程地质及勘察造岩矿物 rock-forming mineral71 2. 工程地质及勘察褶皱 "fold, folding"72 2. 工程地质及勘察钻孔柱状图 bore hole columnar section73 3. 土的分类饱和土 saturated soil74 3. 土的分类超固结土 overconsolidated soil75 3. 土的分类冲填土 dredger fill76 3. 土的分类充重塑土77 3. 土的分类冻土 "frozen soil, tjaele"78 3. 土的分类非饱和土 unsaturated soil79 3. 土的分类分散性土 dispersive soil80 3. 土的分类粉土 "silt, mo"81 3. 土的分类粉质粘土 silty clay82 3. 土的分类高岭石 kaolinite83 3. 土的分类过压密土（台） overconsolidated soil84 3. 土的分类红粘土 "red clay, adamic earth"85 3. 土的分类黄土 "loess, huangtu(China)"86 3. 土的分类蒙脱石 montmorillonite87 3. 土的分类泥炭 "peat, bog muck"88 3. 土的分类年粘土 clay89 3. 土的分类年粘性土 "cohesive soil, clayey soil"90 3. 土的分类膨胀土 "expansive soil, swelling soil"91 3. 土的分类欠固结粘土 underconsolidated soil92 3. 土的分类区域性土 zonal soil93 3. 土的分类人工填土 "fill, artificial soil"94 3. 土的分类软粘土 "soft clay, mildclay, mickle"95 3. 土的分类砂土 sand96 3. 土的分类湿陷性黄土 "collapsible loess, slumping loess"97 3. 土的分类素填土 plain fill98 3. 土的分类塑性图 plasticity chart99 3. 土的分类碎石土 "stone, break stone, broken stone, channery, chat, crushed stone, deritus" 100 3. 土的分类未压密土（台） underconsolidated clay101 3. 土的分类无粘性土 "cohesionless soil, frictional soil, non-cohesive soil"102 3. 土的分类岩石 rock103 3. 土的分类伊利土 illite104 3. 土的分类有机质土 organic soil105 3. 土的分类淤泥 "muck, gyttja, mire, slush"106 3. 土的分类淤泥质土 mucky soil107 3. 土的分类原状土 undisturbed soil108 3. 土的分类杂填土 miscellaneous fill109 3. 土的分类正常固结土 normally consolidated soil110 3. 土的分类正常压密土（台） normally consolidated soil111 3. 土的分类自重湿陷性黄土 self weight collapse loess112 4. 土的物理性质阿太堡界限 Atterberg limits113 4. 土的物理性质饱和度 degree of saturation114 4. 土的物理性质饱和密度 saturated density115 4. 土的物理性质饱和重度 saturated unit weight116 4. 土的物理性质比重 specific gravity117 4. 土的物理性质稠度 consistency118 4. 土的物理性质不均匀系数 "coefficient of uniformity, uniformity coefficient"119 4. 土的物理性质触变 thixotropy120 4. 土的物理性质单粒结构 single-grained structure121 4. 土的物理性质蜂窝结构 honeycomb structure122 4. 土的物理性质干重度 dry unit weight123 4. 土的物理性质干密度 dry density124 4. 土的物理性质塑性指数 plasticity index125 4. 土的物理性质含水量 "water content, moisture content"126 4. 土的物理性质活性指数127 4. 土的物理性质级配 "gradation, grading "128 4. 土的物理性质结合水 "bound water, combined water, held water"129 4. 土的物理性质界限含水量 Atterberg limits130 4. 土的物理性质颗粒级配 "particle size distribution of soils, mechanical composition of soil"131 4. 土的物理性质可塑性 plasticity132 4. 土的物理性质孔隙比 void ratio133 4. 土的物理性质孔隙率 porosity134 4. 土的物理性质粒度 "granularity, grainness, grainage"135 4. 土的物理性质粒组 "fraction, size fraction"136 4. 土的物理性质毛细管水 capillary water137 4. 土的物理性质密度 density138 4. 土的物理性质密实度 compactionness139 4. 土的物理性质年粘性土的灵敏度 sensitivity of cohesive soil140 4. 土的物理性质平均粒径 "mean diameter, average grain diameter"141 4. 土的物理性质曲率系数 coefficient of curvature142 4. 土的物理性质三相图 "block diagram, skeletal diagram, three phase diagram"143 4. 土的物理性质三相土 tri-phase soil144 4. 土的物理性质湿陷起始应力 initial collapse pressure145 4. 土的物理性质湿陷系数 coefficient of collapsibility146 4. 土的物理性质缩限 shrinkage limit147 4. 土的物理性质土的构造 soil texture148 4. 土的物理性质土的结构 soil structure149 4. 土的物理性质土粒相对密度 specific density of solid particles150 4. 土的物理性质土中气 air in soil151 4. 土的物理性质土中水 water in soil152 4. 土的物理性质团粒 "aggregate, cumularpharolith"153 4. 土的物理性质限定粒径 constrained diameter154 4. 土的物理性质相对密度 "relative density, density index"155 4. 土的物理性质相对压密度 "relative compaction, compacting factor, percent compaction, coefficient o f compaction"156 4. 土的物理性质絮状结构 flocculent structure157 4. 土的物理性质压密系数 coefficient of consolidation158 4. 土的物理性质压缩性 compressibility159 4. 土的物理性质液限 liquid limit160 4. 土的物理性质液性指数 liquidity index161 4. 土的物理性质游离水（台） free water162 4. 土的物理性质有效粒径 "effective diameter, effective grain size, effective size "163 4. 土的物理性质有效密度 effective density164 4. 土的物理性质有效重度 effective unit weight165 4. 土的物理性质重力密度 unit weight166 4. 土的物理性质自由水 "free water, gravitational water, groundwater, phreatic water"167 4. 土的物理性质组构 fabric168 4. 土的物理性质最大干密度 maximum dry density169 4. 土的物理性质最优含水量 optimum water content170 5. 渗透性和渗流达西定律 Darcy\'s law171 5. 渗透性和渗流管涌 piping172 5. 渗透性和渗流浸润线 phreatic line173 5. 渗透性和渗流临界水力梯度 critical hydraulic gradient174 5. 渗透性和渗流流函数 flow function175 5. 渗透性和渗流流土 flowing soil176 5. 渗透性和渗流流网 flow net177 5. 渗透性和渗流砂沸 sand boiling178 5. 渗透性和渗流渗流 seepage179 5. 渗透性和渗流渗流量 seepage discharge180 5. 渗透性和渗流渗流速度 seepage velocity181 5. 渗透性和渗流渗透力 seepage force182 5. 渗透性和渗流渗透破坏 seepage failure183 5. 渗透性和渗流渗透系数 coefficient of permeability184 5. 渗透性和渗流渗透性 permeability185 5. 渗透性和渗流势函数 potential function186 5. 渗透性和渗流水力梯度 hydraulic gradient187 6. 地基应力和变形变形 deformation188 6. 地基应力和变形变形模量 modulus of deformation189 6. 地基应力和变形泊松比 Poisson\'s ratio190 6. 地基应力和变形布西涅斯克解 Boussinnesq\'s solution191 6. 地基应力和变形残余变形 residual deformation192 6. 地基应力和变形残余孔隙水压力 residual pore water pressure193 6. 地基应力和变形超静孔隙水压力 excess pore water pressure194 6. 地基应力和变形沉降 settlement195 6. 地基应力和变形沉降比 settlement ratio196 6. 地基应力和变形次固结沉降 secondary consolidation settlement197 6. 地基应力和变形次固结系数 coefficient of secondary consolidation198 6. 地基应力和变形地基沉降的弹性力学公式 elastic formula for settlement calculation 199 6. 地基应力和变形分层总和法 layerwise summation method200 6. 地基应力和变形负孔隙水压力 negative pore water pressure201 6. 地基应力和变形附加应力 superimposed stress202 6. 地基应力和变形割线模量 secant modulus203 6. 地基应力和变形固结沉降 consolidation settlement204 6. 地基应力和变形规范沉降计算法 settlement calculation by specification205 6. 地基应力和变形回弹变形 rebound deformation206 6. 地基应力和变形回弹模量 modulus of resilience207 6. 地基应力和变形回弹系数 coefficient of resilience208 6. 地基应力和变形回弹指数 swelling index209 6. 地基应力和变形建筑物的地基变形允许值 allowable settlement of building210 6. 地基应力和变形剪胀 dilatation211 6. 地基应力和变形角点法 corner-points method212 6. 地基应力和变形孔隙气压力 pore air pressure213 6. 地基应力和变形孔隙水压力 pore water pressure214 6. 地基应力和变形孔隙压力系数A pore pressure parameter A215 6. 地基应力和变形孔隙压力系数B pore pressure parameter B216 6. 地基应力和变形明德林解 Mindlin\'s solution217 6. 地基应力和变形纽马克感应图 Newmark chart218 6. 地基应力和变形切线模量 tangent modulus219 6. 地基应力和变形蠕变 creep220 6. 地基应力和变形三向变形条件下的固结沉降 three-dimensional consolidation settlement 221 6. 地基应力和变形瞬时沉降 immediate settlement222 6. 地基应力和变形塑性变形 plastic deformation223 6. 地基应力和变形谈弹性变形 elastic deformation224 6. 地基应力和变形谈弹性模量 elastic modulus225 6. 地基应力和变形谈弹性平衡状态 state of elastic equilibrium226 6. 地基应力和变形体积变形模量 volumetric deformation modulus227 6. 地基应力和变形先期固结压力 preconsolidation pressure228 6. 地基应力和变形压缩层229 6. 地基应力和变形压缩模量 modulus of compressibility230 6. 地基应力和变形压缩系数 coefficient of compressibility231 6. 地基应力和变形压缩性 compressibility232 6. 地基应力和变形压缩指数 compression index233 6. 地基应力和变形有效应力 effective stress234 6. 地基应力和变形自重应力 self-weight stress235 6. 地基应力和变形总应力 total stress approach of shear strength236 6. 地基应力和变形最终沉降 final settlement237 7. 固结巴隆固结理论 Barron\'s consolidation theory238 7. 固结比奥固结理论 Biot\'s consolidation theory239 7. 固结超固结比 over-consolidation ratio240 7. 固结超静孔隙水压力 excess pore water pressure241 7. 固结次固结 secondary consolidation242 7. 固结次压缩（台） secondary consolidatin243 7. 固结单向度压密（台） one-dimensional consolidation244 7. 固结多维固结 multi-dimensional consolidation245 7. 固结固结 consolidation246 7. 固结固结度 degree of consolidation247 7. 固结固结理论 theory of consolidation248 7. 固结固结曲线 consolidation curve249 7. 固结固结速率 rate of consolidation250 7. 固结固结系数 coefficient of consolidation251 7. 固结固结压力 consolidation pressure252 7. 固结回弹曲线 rebound curve253 7. 固结井径比 drain spacing ratio254 7. 固结井阻 well resistance255 7. 固结曼代尔－克雷尔效应 Mandel-Cryer effect256 7. 固结潜变（台） creep257 7. 固结砂井 sand drain258 7. 固结砂井地基平均固结度 average degree of consolidation of sand-drained ground 259 7. 固结时间对数拟合法 logrithm of time fitting method260 7. 固结时间因子 time factor261 7. 固结太沙基固结理论 Terzaghi\'s consolidation theory262 7. 固结太沙基－伦杜列克扩散方程 Terzaghi-Rendulic diffusion equation263 7. 固结先期固结压力 preconsolidation pressure264 7. 固结压密（台） consolidation265 7. 固结压密度（台） degree of consolidation266 7. 固结压缩曲线 cpmpression curve267 7. 固结一维固结 one dimensional consolidation268 7. 固结有效应力原理 principle of effective stress269 7. 固结预压密压力（台） preconsolidation pressure270 7. 固结原始压缩曲线 virgin compression curve271 7. 固结再压缩曲线 recompression curve272 7. 固结主固结 primary consolidation273 7. 固结主压密（台） primary consolidation274 7. 固结准固结压力 pseudo-consolidation pressure275 7. 固结 K0固结 consolidation under K0 condition276 8. 抗剪强度安息角（台） angle of repose277 8. 抗剪强度不排水抗剪强度 undrained shear strength278 8. 抗剪强度残余内摩擦角 residual angle of internal friction279 8. 抗剪强度残余强度 residual strength280 8. 抗剪强度长期强度 long-term strength281 8. 抗剪强度单轴抗拉强度 uniaxial tension test282 8. 抗剪强度动强度 dynamic strength of soils283 8. 抗剪强度峰值强度 peak strength284 8. 抗剪强度伏斯列夫参数 Hvorslev parameter285 8. 抗剪强度剪切应变速率 shear strain rate286 8. 抗剪强度抗剪强度 shear strength287 8. 抗剪强度抗剪强度参数 shear strength parameter288 8. 抗剪强度抗剪强度有效应力法 effective stress approach of shear strength289 8. 抗剪强度抗剪强度总应力法 total stress approach of shear strength-- 作者：cherishme-- 发布时间：2004-9-10 15:27:32--290 8. 抗剪强度库仑方程 Coulomb\'s equation291 8. 抗剪强度摩尔包线 Mohr\'s envelope292 8. 抗剪强度摩尔－库仑理论 Mohr-Coulomb theory293 8. 抗剪强度内摩擦角 angle of internal friction294 8. 抗剪强度年粘聚力 cohesion295 8. 抗剪强度破裂角 angle of rupture296 8. 抗剪强度破坏准则 failure criterion297 8. 抗剪强度十字板抗剪强度 vane strength298 8. 抗剪强度无侧限抗压强度 unconfined compression strength299 8. 抗剪强度有效内摩擦角 effective angle of internal friction300 8. 抗剪强度有效粘聚力 effective cohesion intercept301 8. 抗剪强度有效应力破坏包线 effective stress failure envelope302 8. 抗剪强度有效应力强度参数 effective stress strength parameter303 8. 抗剪强度有效应力原理 principle of effective stress304 8. 抗剪强度真内摩擦角 true angle internal friction305 8. 抗剪强度真粘聚力 true cohesion306 8. 抗剪强度总应力破坏包线 total stress failure envelope307 8. 抗剪强度总应力强度参数 total stress strength parameter308 9. 本构模型本构模型 constitutive model309 9. 本构模型边界面模型 boundary surface model310 9. 本构模型层向各向同性体模型 cross anisotropic model311 9. 本构模型超弹性模型 hyperelastic model312 9. 本构模型德鲁克－普拉格准则 Drucker-Prager criterion313 9. 本构模型邓肯－张模型 Duncan-Chang model314 9. 本构模型动剪切强度315 9. 本构模型非线性弹性模量 nonlinear elastic model316 9. 本构模型盖帽模型 cap model317 9. 本构模型刚塑性模型 rigid plastic model318 9. 本构模型割线模量 secant modulus319 9. 本构模型广义冯·米赛斯屈服准则 extended von Mises yield criterion320 9. 本构模型广义特雷斯卡屈服准则 extended tresca yield criterion321 9. 本构模型加工软化 work softening322 9. 本构模型加工硬化 work hardening323 9. 本构模型加工硬化定律 strain harding law324 9. 本构模型剑桥模型 Cambridge model325 9. 本构模型柯西弹性模型 Cauchy elastic model326 9. 本构模型拉特－邓肯模型 Lade-Duncan model327 9. 本构模型拉特屈服准则 Lade yield criterion328 9. 本构模型理想弹塑性模型 ideal elastoplastic model329 9. 本构模型临界状态弹塑性模型 critical state elastoplastic model330 9. 本构模型流变学模型 rheological model331 9. 本构模型流动规则 flow rule332 9. 本构模型摩尔－库仑屈服准则 Mohr-Coulomb yield criterion333 9. 本构模型内蕴时间塑性模型 endochronic plastic model334 9. 本构模型内蕴时间塑性理论 endochronic theory335 9. 本构模型年粘弹性模型 viscoelastic model336 9. 本构模型切线模量 tangent modulus337 9. 本构模型清华弹塑性模型 Tsinghua elastoplastic model338 9. 本构模型屈服面 yield surface339 9. 本构模型沈珠江三重屈服面模型 Shen Zhujiang three yield surface method340 9. 本构模型双参数地基模型341 9. 本构模型双剪应力屈服模型 twin shear stress yield criterion342 9. 本构模型双曲线模型 hyperbolic model343 9. 本构模型松岗元－中井屈服准则 Matsuoka-Nakai yield criterion344 9. 本构模型塑性形变理论345 9. 本构模型谈弹塑性模量矩阵 elastoplastic modulus matrix346 9. 本构模型谈弹塑性模型 elastoplastic modulus347 9. 本构模型谈弹塑性增量理论 incremental elastoplastic theory348 9. 本构模型谈弹性半空间地基模型 elastic half-space foundation model349 9. 本构模型谈弹性变形 elastic deformation350 9. 本构模型谈弹性模量 elastic modulus351 9. 本构模型谈弹性模型 elastic model352 9. 本构模型魏汝龙－Khosla－Wu模型 Wei Rulong-Khosla-Wu model353 9. 本构模型文克尔地基模型 Winkler foundation model354 9. 本构模型修正剑桥模型 modified cambridge model355 9. 本构模型准弹性模型 hypoelastic model356 10. 地基承载力冲剪破坏 punching shear failure357 10. 地基承载力次层（台） substratum358 10. 地基承载力地基 "subgrade, ground, foundation soil"359 10. 地基承载力地基承载力 bearing capacity of foundation soil360 10. 地基承载力地基极限承载力 ultimate bearing capacity of foundation soil 361 10. 地基承载力地基允许承载力 allowable bearing capacity of foundation soil 362 10. 地基承载力地基稳定性 stability of foundation soil363 10. 地基承载力汉森地基承载力公式 Hansen\'s ultimate bearing capacity formula 364 10. 地基承载力极限平衡状态 state of limit equilibrium365 10. 地基承载力加州承载比（美国） California Bearing Ratio366 10. 地基承载力局部剪切破坏 local shear failure367 10. 地基承载力临塑荷载 critical edge pressure368 10. 地基承载力梅耶霍夫极限承载力公式 Meyerhof\'s ultimate bearing capacity formula 369 10. 地基承载力普朗特承载力理论 Prandel bearing capacity theory370 10. 地基承载力斯肯普顿极限承载力公式 Skempton\'s ultimate bearing capacity formula 371 10. 地基承载力太沙基承载力理论 Terzaghi bearing capacity theory372 10. 地基承载力魏锡克极限承载力公式 Vesic\'s ultimate bearing capacity formula373 10. 地基承载力整体剪切破坏 general shear failure374 11. 土压力被动土压力 passive earth pressure375 11. 土压力被动土压力系数 coefficient of passive earth pressure376 11. 土压力极限平衡状态 state of limit equilibrium377 11. 土压力静止土压力 earth pressue at rest378 11. 土压力静止土压力系数 coefficient of earth pressur at rest379 11. 土压力库仑土压力理论 Coulomb\'s earth pressure theory380 11. 土压力库尔曼图解法 Culmannn construction381 11. 土压力朗肯土压力理论 Rankine\'s earth pressure theory382 11. 土压力朗肯状态 Rankine state383 11. 土压力谈弹性平衡状态 state of elastic equilibrium384 11. 土压力土压力 earth pressure385 11. 土压力主动土压力 active earth pressure386 11. 土压力主动土压力系数 coefficient of active earth pressure387 12. 土坡稳定分析安息角（台） angle of repose388 12. 土坡稳定分析毕肖普法 Bishop method389 12. 土坡稳定分析边坡稳定安全系数 safety factor of slope390 12. 土坡稳定分析不平衡推理传递法 unbalanced thrust transmission method391 12. 土坡稳定分析费伦纽斯条分法 Fellenius method of slices392 12. 土坡稳定分析库尔曼法 Culmann method393 12. 土坡稳定分析摩擦圆法 friction circle method394 12. 土坡稳定分析摩根斯坦－普拉斯法 Morgenstern-Price method395 12. 土坡稳定分析铅直边坡的临界高度 critical height of vertical slope396 12. 土坡稳定分析瑞典圆弧滑动法 Swedish circle method397 12. 土坡稳定分析斯宾赛法 Spencer method398 12. 土坡稳定分析泰勒法 Taylor method399 12. 土坡稳定分析条分法 slice method400 12. 土坡稳定分析土坡 slope401 12. 土坡稳定分析土坡稳定分析 slope stability analysis402 12. 土坡稳定分析土坡稳定极限分析法 limit analysis method of slope stability403 12. 土坡稳定分析土坡稳定极限平衡法 limit equilibrium method of slope stability404 12. 土坡稳定分析休止角 angle of repose405 12. 土坡稳定分析扬布普遍条分法 Janbu general slice method406 12. 土坡稳定分析圆弧分析法 circular arc analysis407 13. 土的动力性质比阻尼容量 specific gravity capacity408 13. 土的动力性质波的弥散特性 dispersion of waves409 13. 土的动力性质波速法 wave velocity method410 13. 土的动力性质材料阻尼 material damping411 13. 土的动力性质初始液化 initial liquefaction412 13. 土的动力性质地基固有周期 natural period of soil site413 13. 土的动力性质动剪切模量 dynamic shear modulus of soils414 13. 土的动力性质动力布西涅斯克解 dynamic solution of Boussinesq415 13. 土的动力性质动力放大因素 dynamic magnification factor416 13. 土的动力性质动力性质 dynamic properties of soils417 13. 土的动力性质动强度 dynamic strength of soils418 13. 土的动力性质骨架波 akeleton waves in soils419 13. 土的动力性质几何阻尼 geometric damping420 13. 土的动力性质抗液化强度 liquefaction stress421 13. 土的动力性质孔隙流体波 fluid wave in soil422 13. 土的动力性质损耗角 loss angle423 13. 土的动力性质往返活动性 reciprocating activity-- 作者：cherishme-- 发布时间：2004-9-10 15:29:23--424 13. 土的动力性质无量纲频率 dimensionless frequency425 13. 土的动力性质液化 liquefaction426 13. 土的动力性质液化势评价 evaluation of liquefaction potential427 13. 土的动力性质液化应力比 stress ratio of liquefaction428 13. 土的动力性质应力波 stress waves in soils429 13. 土的动力性质振陷 dynamic settlement430 13. 土的动力性质阻尼 damping of soil431 13. 土的动力性质阻尼比 damping ratio432 14. 挡土墙挡土墙 retaining wall433 14. 挡土墙挡土墙排水设施434 14. 挡土墙挡土墙稳定性 stability of retaining wall435 14. 挡土墙垛式挡土墙436 14. 挡土墙扶垛式挡土墙 counterfort retaining wall437 14. 挡土墙后垛墙（台） counterfort retaining wall438 14. 挡土墙基础墙 foundation wall439 14. 挡土墙加筋土挡墙 reinforced earth bulkhead440 14. 挡土墙锚定板挡土墙 anchored plate retaining wall441 14. 挡土墙锚定式板桩墙 anchored sheet pile wall442 14. 挡土墙锚杆式挡土墙 anchor rod retaining wall443 14. 挡土墙悬壁式板桩墙 cantilever sheet pile wall444 14. 挡土墙悬壁式挡土墙 cantilever sheet pile wall445 14. 挡土墙重力式挡土墙 gravity retaining wall446 15. 板桩结构物板桩 sheet pile447 15. 板桩结构物板桩结构 sheet pile structure448 15. 板桩结构物钢板桩 steel sheet pile449 15. 板桩结构物钢筋混凝土板桩 reinforced concrete sheet pile450 15. 板桩结构物钢桩 steel pile451 15. 板桩结构物灌注桩 cast-in-place pile452 15. 板桩结构物拉杆 tie rod453 15. 板桩结构物锚定式板桩墙 anchored sheet pile wall454 15. 板桩结构物锚固技术 anchoring455 15. 板桩结构物锚座 Anchorage456 15. 板桩结构物木板桩 wooden sheet pile457 15. 板桩结构物木桩 timber piles458 15. 板桩结构物悬壁式板桩墙 cantilever sheet pile wall459 16. 基坑开挖与降水板桩围护 sheet pile-braced cuts460 16. 基坑开挖与降水电渗法 electro-osmotic drainage461 16. 基坑开挖与降水管涌 piping462 16. 基坑开挖与降水基底隆起 heave of base463 16. 基坑开挖与降水基坑降水 dewatering464 16. 基坑开挖与降水基坑失稳 instability (failure) of foundation pit465 16. 基坑开挖与降水基坑围护 bracing of foundation pit466 16. 基坑开挖与降水减压井 relief well467 16. 基坑开挖与降水降低地下水位法 dewatering method468 16. 基坑开挖与降水井点系统 well point system469 16. 基坑开挖与降水喷射井点 eductor well point470 16. 基坑开挖与降水铅直边坡的临界高度 critical height of vertical slope 471 16. 基坑开挖与降水砂沸 sand boiling472 16. 基坑开挖与降水深井点 deep well point473 16. 基坑开挖与降水真空井点 vacuum well point474 16. 基坑开挖与降水支撑围护 braced cuts475 17. 浅基础杯形基础476 17. 浅基础补偿性基础 compensated foundation477 17. 浅基础持力层 bearing stratum478 17. 浅基础次层（台） substratum479 17. 浅基础单独基础 individual footing480 17. 浅基础倒梁法 inverted beam method481 17. 浅基础刚性角 pressure distribution angle of masonary foundation 482 17. 浅基础刚性基础 rigid foundation483 17. 浅基础高杯口基础484 17. 浅基础基础埋置深度 embeded depth of foundation485 17. 浅基础基床系数 coefficient of subgrade reaction486 17. 浅基础基底附加应力 net foundation pressure487 17. 浅基础交叉条形基础 cross strip footing488 17. 浅基础接触压力 contact pressure489 17. 浅基础静定分析法（浅基础） static analysis (shallow foundation)490 17. 浅基础壳体基础 shell foundation491 17. 浅基础扩展基础 spread footing492 17. 浅基础片筏基础 mat foundation493 17. 浅基础浅基础 shallow foundation494 17. 浅基础墙下条形基础495 17. 浅基础热摩奇金法 Zemochkin\'s method496 17. 浅基础柔性基础 flexible foundation497 17. 浅基础上部结构－基础－土共同作用分析 structure- foundation-soil interaction analysis 498 17. 浅基础谈弹性地基梁（板）分析 analysis of beams and slabs on elastic foundation499 17. 浅基础条形基础 strip footing500 17. 浅基础下卧层 substratum-- 作者：cherishme-- 发布时间：2004-9-10 15:30:35--501 17. 浅基础箱形基础 box foundation502 17. 浅基础柱下条形基础503 18. 深基础贝诺托灌注桩 Benoto cast-in-place pile504 18. 深基础波动方程分析 Wave equation analysis505 18. 深基础场铸桩（台) cast-in-place pile506 18. 深基础沉管灌注桩 diving casting cast-in-place pile507 18. 深基础沉井基础 open-end caisson foundation508 18. 深基础沉箱基础 box caisson foundation509 18. 深基础成孔灌注同步桩 synchronous pile510 18. 深基础承台 pile caps511 18. 深基础充盈系数 fullness coefficient512 18. 深基础单桩承载力 bearing capacity of single pile513 18. 深基础单桩横向极限承载力 ultimate lateral resistance of single pile514 18. 深基础单桩竖向抗拔极限承载力 vertical ultimate uplift resistance of single pile515 18. 深基础单桩竖向抗压容许承载力 vertical ultimate carrying capacity of single pile516 18. 深基础单桩竖向抗压极限承载力 vertical allowable load capacity of single pile517 18. 深基础低桩承台 low pile cap518 18. 深基础地下连续墙 diaphgram wall519 18. 深基础点承桩（台） end-bearing pile520 18. 深基础动力打桩公式 dynamic pile driving formula521 18. 深基础端承桩 end-bearing pile522 18. 深基础法兰基灌注桩 Franki pile523 18. 深基础负摩擦力 negative skin friction of pile524 18. 深基础钢筋混凝土预制桩 precast reinforced concrete piles525 18. 深基础钢桩 steel pile526 18. 深基础高桩承台 high-rise pile cap527 18. 深基础灌注桩 cast-in-place pile528 18. 深基础横向载荷桩 laterally loaded vertical piles529 18. 深基础护壁泥浆 slurry coat method530 18. 深基础回转钻孔灌注桩 rotatory boring cast-in-place pile531 18. 深基础机挖异形灌注桩532 18. 深基础静力压桩 silent piling533 18. 深基础抗拔桩 uplift pile534 18. 深基础抗滑桩 anti-slide pile535 18. 深基础摩擦桩 friction pile536 18. 深基础木桩 timber piles537 18. 深基础嵌岩灌注桩 piles set into rock538 18. 深基础群桩 pile groups539 18. 深基础群桩效率系数 efficiency factor of pile groups540 18. 深基础群桩效应 efficiency of pile groups541 18. 深基础群桩竖向极限承载力 vertical ultimate load capacity of pile groups542 18. 深基础深基础 deep foundation543 18. 深基础竖直群桩横向极限承载力544 18. 深基础无桩靴夯扩灌注桩 rammed bulb ile545 18. 深基础旋转挤压灌注桩546 18. 深基础桩 piles547 18. 深基础桩基动测技术 dynamic pile test548 18. 深基础钻孔墩基础 drilled-pier foundation549 18. 深基础钻孔扩底灌注桩 under-reamed bored pile550 18. 深基础钻孔压注桩 starsol enbesol pile551 18. 深基础最后贯入度 final set552 19. 地基处理表层压密法 surface compaction553 19. 地基处理超载预压 surcharge preloading554 19. 地基处理袋装砂井 sand wick555 19. 地基处理地工织物 "geofabric, geotextile"556 19. 地基处理地基处理 "ground treatment, foundation treatment"557 19. 地基处理电动化学灌浆 electrochemical grouting558 19. 地基处理电渗法 electro-osmotic drainage559 19. 地基处理顶升纠偏法560 19. 地基处理定喷 directional jet grouting561 19. 地基处理冻土地基处理 frozen foundation improvement562 19. 地基处理短桩处理 treatment with short pile563 19. 地基处理堆载预压法 preloading564 19. 地基处理粉体喷射深层搅拌法 powder deep mixing method565 19. 地基处理复合地基 composite foundation566 19. 地基处理干振成孔灌注桩 vibratory bored pile567 19. 地基处理高压喷射注浆法 jet grounting568 19. 地基处理灌浆材料 injection material569 19. 地基处理灌浆法 grouting570 19. 地基处理硅化法 silicification571 19. 地基处理夯实桩 compacting pile572 19. 地基处理化学灌浆 chemical grouting573 19. 地基处理换填法 cushion574 19. 地基处理灰土桩 lime soil pile575 19. 地基处理基础加压纠偏法576 19. 地基处理挤密灌浆 compaction grouting577 19. 地基处理挤密桩 "compaction pile, compacted column"578 19. 地基处理挤淤法 displacement method579 19. 地基处理加筋法 reinforcement method580 19. 地基处理加筋土 reinforced earth581 19. 地基处理碱液法 soda solution grouting582 19. 地基处理浆液深层搅拌法 grout deep mixing method583 19. 地基处理降低地下水位法 dewatering method584 19. 地基处理纠偏技术585 19. 地基处理坑式托换 pit underpinning586 19. 地基处理冷热处理法 freezing and heating587 19. 地基处理锚固技术 anchoring588 19. 地基处理锚杆静压桩托换 anchor pile underpinning589 19. 地基处理排水固结法 consolidation590 19. 地基处理膨胀土地基处理 expansive foundation treatment591 19. 地基处理劈裂灌浆 fracture grouting592 19. 地基处理浅层处理 shallow treatment593 19. 地基处理强夯法 dynamic compaction594 19. 地基处理人工地基 artificial foundation595 19. 地基处理容许灌浆压力 allowable grouting pressure596 19. 地基处理褥垫 pillow597 19. 地基处理软土地基 soft clay ground598 19. 地基处理砂井 sand drain599 19. 地基处理砂井地基平均固结度 average degree of consolidation of sand-drained ground 600 19. 地基处理砂桩 sand column-- 作者：cherishme-- 发布时间：2004-9-10 15:32:01--601 19. 地基处理山区地基处理 foundation treatment in mountain area602 19. 地基处理深层搅拌法 deep mixing method603 19. 地基处理渗入性灌浆 seep-in grouting604 19. 地基处理湿陷性黄土地基处理 collapsible loess treatment605 19. 地基处理石灰系深层搅拌法 lime deep mixing method606 19. 地基处理石灰桩 "lime column, limepile"。