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1.
�����ܶȱ仯��ά���ݵ��Ŵ��㷨�о� 总被引：1，自引：0，他引：1
?????????????????????????????????????仯?????????????????÷???????Ч???????????????????????????????????????????仯????????????????????????仯????????????????4???????????????????2003??4??7??????????????????????????????仯???????????仯????????Щ??????????? 相似文献
2.
�ؿǷֲ�͵ؿǺ�ȶ��봨����ͬ��ЧӦ��Ӱ�� 总被引：3，自引：1，他引：2
???????????λ???????USGS???????????????????о?????????????????????????????????????????PSGRN/PSCMP?????????????????????????????α???????仯??????????????????????????????Ч?????????????????????????λ???й??????????????????????????Ч????????????????????????????Ч?????????????????????????????????????10%~20%????????????????????30%?????г????????????????????????λ???γ??λ??????λ????????仯???????????18.4????18.0%??15.8%??16.2??????????40 km?????????????λ???γ??λ??????λ????????仯???????????4.6%??5.3%??3.8%??3.8%???????70 km??????????????3.5%??4.6%??3.0%??2.5%?? 相似文献
3.
???????????????????н?????????????????????е???????????漰??????????л?????????????????????????????????????λ????????С????????,?????OpenMP??MPI??????л??????????Ч??? 相似文献
4.
��ͬ�۲���л���TEQC��GNSS������������ 总被引：1，自引：1，他引：0
??????????·??Ч????????????????????GNSS???????????TEQC?????7??????????????????????????????????????????1???????????????????GNSS?????????????????????·??Ч??????????????????2????????????????????????????GNSS??????????????????????γ??????GNSS??????????С??3?????????????????Ч????λ??????????????????????,?????????????????????????????????? 相似文献
5.
??????COMPASS???????????COMPASSα?????????????????????????????4GEO+5IGSO????????COMPASSα????λ???????????????COMPASSα???·??Ч???????????0??3 m???仯???侫???0.3??0.7 m??????????????·??Ч??????????С??GEO??????????·??Ч??????????????С??IGSO?????COMPASSα????λ?????RMS????N??E??U?????????3.33??3.45??8.84 m?? 相似文献
6.
????????κ?????????????????????μ?????????????????????????????????????????????????????????????????????????????????????????γ???????????4?????????????????????????????????????NW-SE???????????????????????????????NE-SW????????????????????????????????E-W????????????????????????????????S-N??4???????????м??????????δ??2??)???????????????????,?????????????????????????????????????????? 相似文献
7.
����UofCģ�͵ľ��ܵ��㶨λ���ȷ��� 总被引：2，自引：2，他引：0
???????UofC??????????λ?????????????????????????????????UofC??????????λ???????t??????????????￡????????????????????к???????????壩???????????н?????鲢????????????????λ?????????????????????????????????????λ??????2??3 cm?????????????10??20 cm?? 相似文献
8.
�붯̬�������Ϣʱ����Ӧ���й��ִ���ػ� 总被引：8，自引：4，他引：4
陈俊勇 《大地测量与地球动力学》2008,28(4):1-6
??????????????????????????????????????????????????????????й?????????????????????????????????????2008??7??1????????й???????????2000 (CGCS2000)????????????????? 相似文献
9.
???????????ζ?????????????????????????????????????С???????÷?????????????????????????????С????????????????????Э?????????????????????麯???????Э????????????????????ó?????Э???????????в????????????Χ??????÷?????????????????????????????б??????????????????????????????Ч??? 相似文献
10.
?????θ???????????С??GPS/?????????????????????????????????????????????????????????????????????????????????????????????澫???????????Ч???? 相似文献
11.
Reasonable selection of yield criteria for quantitative analysis of unsaturated soil slope stability
The yield criterion parameters of the soil material change with different values of the cohesion and the angle of friction because of sustained rainfall infiltration. Based on the Mohr-Coulomb(M-C) and Drucker-Prager(D-P) yield criteria, some reasonable yield criteria selections were discussed for quantitative analysis of unsaturated soil slope stability. Moreover, a critical point was found at the effective angle of friction equaling to 16.5° by transformation of parameters related to unsaturated soil under sustained rainfall. When the effective angle of friction more than 16.5° through parameter transformation of different yield criteria under natural condition, the calculation result of the safety factor was such that: f(DP1) f(M-C) f(equivalent M-C) f(DP2) f(DP3). While the effective angle of friction less than 16.5°, through parameter transformation, the safety factors were in the following order: f(DP1) f(M-C) f(DP2) f(equivalent M-C) f(DP3). The calculated results from a case study showed that the equivalent M-C yield criterion should be the best at evaluating soil slope stability before rainfall; the DP2 yield criterion should be selected to calculate the soil slope stability at the effective angle of friction less than 16.5° under sustained rainfall. The yield criterion should be selected or adjusted reasonably to calculate the safety factor of unsaturated soil slopes before and during sustained rainfall. 相似文献
12.
In analyzing seismic stability of a slope with upper bound limit analysis method, the slip surface is often assumed as a log-spiral or plane slip surface. However, due to the presence of a weak layer and unfavorable geological structural surface or a bedrock interface with overlying soft strata, the preexisting slip surface of the slope may be irregular and composed of a series of planes rather than strictly log-spiral or plane shape. A computational model is developed for analyzing the seismic stability of slopes with pre-existing slip surfaces. This model is based on the upper bound limit analysis method and can consider the effect of anchor bolts. The soil or rock is deemed to follow the Mohr-Coulomb yield criterion. The slope is divided into multiple block elements along the slip surface. According to the displacement compatibility and the associated flow rule, a kinematic velocity field of the slope can be obtained computationally. The proposed model allows not only calculation of the rate of external work owing to the combined effect of self-weight and seismic loading, but also that of the energy dissipation rate caused by the slip surface, interfaces of block elements and anchorage effect of the anchors. Considering a direct relationship between the rate of external work and the energy dissipation rate, the expressions of yield acceleration and permanent displacement of anchored slopes can be derived. Finally, the validity of this proposed model is illustrated by analysis on three typical slopes. The results showed that the proposed model is more easily formulated and does not need to solve complex equations or time consuming iterations compared with previous methods based on the conditions of force equilibrium. 相似文献
13.
In recent major earthquakes, the researchers have found the need for consideration of vertical seismic acceleration for the stability analysis of the man-made and natural slopes. However, in most past studies, the performance of slopes has been assessed by accounting only the horizontal seismic component of the ground motion, without giving due weightage to the effect of vertical component. In the present study, analytical expressions are derived to determine the factor of safety, yield seismic coefficient and consequently the seismic displacement of cohesionless soil slope under combined horizontal and vertical components of the ground motion. The derivation uses the Newmark’s sliding block approach, in which the soil slope with a planar failure surface within the framework of conventional pseudo-static analysis is assumed to follow the Mohr-Coulomb failure criterion. The effects of vertical seismic coefficient on the stability of cohesionless slope have been studied through a set of graphical presentations for a specific range of soil parameters. It is observed that overlooking the effect of the vertical component of the ground motion on factor of safety and the displacement while designing the slope may be detrimental, resulting in the slope failure. The general expressions presented in this paper may be highly useful in the field of earthquake geotechnical engineering practice for designing the cohesionless soil slopes under combined horizontal and vertical seismic loads. 相似文献
14.
In this paper, the finite element analysis software ABAQUS is used to analyze the ultimate bearing capacity of three-dimensional rectangular footing of marine structures. The deformation law and the failure mode of homogeneous seabed soil beneath the rectangular footing are analyzed in detail. According to the equivalent plastic strain of soil under rectangular footing, an allowable velocity field of homogeneous seabed soil is reasonably constructed. Based on the plastic limit analysis theory of soil mass and by using the Mohr-Coulomb yield criterion, an upper bound solution of the ultimate bearing capacity of three-dimensional rectangular footing on general homogeneous seabed soil is derived, and a correction factor of ultimate bearing capacity of three-dimensional rectangular footing is given. To verify the rationality and applicability of this theoretical solution, some numerical solutions are achieved using the general-purpose FEM analysis package ABAQUS, and comparisons are made among the derived upper bound solution, the solution of Vesic, and the solution of Salgado et al. The results indicate that the upper bound solution of the three-dimensional shallowly embedded rectangular footing proposed in this paper is accurate in calculating the bearing capacity of homogeneous seabed soil. For undrained saturated clay foundation and sandy foundation with smaller internal friction angle, this upper bound solution can evaluate the ultimate bearing capacity of rectangular footing; with the gradual increase of the internal friction angle of the soil, the ultimate bearing capacity of the proposed upper bound solution is slightly higher than that of the rectangular footing. 相似文献
15.
风险分析与评估是解决边坡固有不确定性的重要工具, 但同时考虑外在荷载和内在岩土力学参数的不确定性, 对边坡进行系统定量风险分析的研究较少。以西藏扎拉水电站厂后倾倒变形边坡为例, 基于场地地震峰值加速度概率密度函数和不同地震峰值加速度下边坡失稳概率拟合函数, 采用数值积分计算了边坡在设计基准期的失稳概率, 并采用离散元方法对边坡失稳后的影响范围进行了数值模拟, 在此基础上进行了承灾体易损性分析及定量风险计算, 最后采用ALARP准则进行了风险评价。研究表明, 考虑地震危险性条件下, 扎拉水电站厂后倾倒变形边坡在50 a设计基准期内失稳概率为0.061 9;边坡对水电站地面厂房存在较大威胁, 相应财产风险为5 482万元; 根据ALARP准则, 边坡风险处于不可接受区, 需采取措施防范或规避风险。研究成果对于边坡治理工程决策及风险管理具有指导意义。 相似文献
16.
用物质点强度折减法求解边坡安全系数时, 需要选择一定的失稳判据, 而采用不同的失稳判据获得的安全系数通常存在一定差异。为此, 采用物质点强度折减法对两个边坡算例进行了稳定性分析, 对比研究了文献中常用的4种边坡失稳判据(计算不收敛、特征点位移突变、塑性应变贯通及界限值判据)在计算边坡安全系数时的合理性及适用性。同时, 将Spencer极限平衡法获得的安全系数作为参考, 进一步验证了结果的合理性与准确性。结果表明: ①数值计算的收敛性不能作为边坡失稳判据; ②将特征点位移突变视为边坡失稳判据时, 获得的安全系数与极限平衡法获得的结果基本一致, 故特征点位移突变可以作为边坡失稳判据; ③塑性应变贯通和边坡最大位移随迭代时间步趋于稳定的界限值不宜单独作为边坡失稳判据。 相似文献
17.
土质边坡空间临界滑动面搜索的优化算法 总被引：3，自引：0，他引：3
将二维均质土坡作为平面应变问题,假定滑动面是一个圆弧,将滑弧圆心与半径转变为后缘剪入点、坡脚剪出点和过后缘点滑弧切线与x轴的交点等3个点的横坐标,然后以这3个参数为变量,给定合理的取值区间,应用黄金分割法搜索二维边坡的最小稳定系数及相应的临界滑动面。进一步假定均质土坡的三维空间滑动面为一旋转椭球体,旋转椭球体的竖向中轴面和二维的圆弧面一致,给定椭球体不同的水平轴半径值,采用以上二维滑动面搜索方法可求出不同水平半径所对应的三维最小稳定系数及相应的椭球面。结果表明:边坡的三维稳定系数没有极小值,但有极限值;对于横向延伸长的无限边坡,三维稳定系数逼近二维稳定系数,当旋转椭球长轴与短轴之比大于3时,二者很接近,边坡稳定性可简化为二维来分析;对于受地形、地下水等条件约束的短边坡,三维效应明显,在考虑实际边界条件的情况下按三维来分析。 相似文献
18.
A modified Hoek-Brown failure criterion considering the damage to reservoir bank slope rocks under water saturation-dehydration circulation 总被引：1，自引：0，他引：1
After water is impounded in a reservoir, rock mass in the hydro-fluctuation belt of the reservoir bank slope is subject to water saturationdehydration circulation (WSDC). To quantify the rate of change of rock mechanical properties, samples from the Longtan dam area were measured with uniaxial compression tests after different numbers (1, 5, 10, 15, and 20) of simulated WSDC cycles. Based on the curves derived from these tests, a modified Hoek- Brown failure criterion was proposed, in which a new parameter was introduced to model the cumulative damage to rocks after WSDC. A case of an engineering application was analyzed, and the results showed that the modified Hoek-Brown failure criterion is useful. Under similar WSDC-influenced engineering and geological conditions, rock mass strength parameters required for analysis and evaluation of rock slope stability can be estimated according to this modified Hoek-Brown failure criterion. 相似文献
19.
Birendra Nath Ghosh Narinder Kumar Sharma Nurnabi Meherul Alam Raman Jeet Singh Gopal Prasad Juyal 《山地科学学报》2014,11(5):1208-1217
On farm bio-resource recycling has been given greater emphasis with the introduction of conservation agriculture specifically withclimate change scenarios in the mid-hills of the north-west Himalaya region（NWHR）. Under this changing scenario, elevation, slope aspect and integrated nutrient management（INM） may affect significantly soil quality and crop productivity. A study was conducted during 2009-2010 to 2010-2011 at the Ashti watershed of NWHR in a rainfed condition to examine the influence of elevation, slope aspect and integrated nutrient management（INM） on soil resource and crop productivity. Two years of farm demonstration trials indicated that crop productivity and soil quality is significantly affected by elevation, slope aspect and INM. Results showed that wheat equivalent yield（WEY） of improved technology increased crop productivity by -20%-37% compared to the conventional system. Intercropping of maize with cowpea and soybean enhanced yield by another 8%-17%. North aspect and higher elevation increased crop productivity by 15%-25% compared to south aspect and low elevation（except paddy）. Intercropping of maize with cowpea and soybean enhanced yield by another 8%-15%. Irrespective of slope, elevation and cropping system, the WEY increased by -30% in this region due to INMtechnology. The influence of elevation, slope aspect and INM significantly affected soil resources（SQI） and soil carbon change（SCC）. SCC is significantly correlated with SQI for conventional（R2 = 0.65＊）, INM technology（R2 = 0.81＊） and for both technologies（R2 = 0.73＊）. It is recommended that at higher elevation.（except for paddy soils） with a north facing slope, INM is recommended for higher crop productivity; conservation of soil resources is recommended for the mid hills of NWHR; and single values of SCC are appropriate as a SQI for this region. 相似文献
20.
WANGLiming FENGRenguo YANGYanfeng GUANQingfeng 《山地科学学报》2004,1(1):89-95
As an important measure of ecoenvironmental construction, the process of de-farming in slope farmland is being undertaken gradually in the whole China. Meanwhile, the problem of reducing in food yield in de-farming areas can not be neglected any more. It is especially the case in areas with concentrated slope farmland and inconvenient transportation. In this paper, we analyze the causes of hidden troubles in food security, and the spatial relationship between farmland and slope farmland in the reservoir area of Three Gorges, and unveil the spatial disparity of contradictions between food supply and demand. Finally, combining the accessibility of areas, three different spatial types of food security, food security area, food alert area, and food crisis area, are divided. 相似文献