共查询到18条相似文献，搜索用时 359 毫秒
1.
研究了一类受环境污染的3种群系统,得到了三维捕食_被捕食系统持续生存与绝灭的阈值,并由此对系统的正平衡点的稳定性进行了分析。 相似文献
2.
周展宏 《广东海洋大学学报》2002,22(1):51-56
捕食者之间为获取食物开展竞争的捕食与被捕食系统通常用ratio dependent捕食与被捕食系统描述。本文讨论这类系统在有人为开发 (即有常数收获率 )时 ,系统的持久性问题 ,通过常微分方程的定性分析 ,得到为保持生态平衡 ,人为开发的最大上界 相似文献
3.
利用常微分方程的定性理论,研究了两个种群具有非线性密度制约的捕食-被捕食者系统:dxdt=b0x(b1+b2x-b3x2)-b4xy,dydt=-cy+(αx-βy)y,的平衡点的性质,并证明了该系统存在唯一极限环的一个充分必要条件。 相似文献
4.
利用常微分方程的定性理论，研究了两个种群具有非线性密度制约的捕食-被捕食者系统：dx/dt=box（b1＋b2x-b3x^2）-b4xy，dy/dt=-cy＋（ax-βy）y，的平衡点的性质，并证明了该系统存在唯一极限环的一个充分必要条件。 相似文献
5.
一类食饵为Smith增长模型且基于比率的食饵-捕食模型的定性分析 总被引：2，自引：0，他引：2
研究一类食饵的增长为Smith模型且基于比率和具有第Ⅱ类功能性反映的捕食一食饵系统,对系统进行了稳定性分析,得到了奇点渐近稳定的条件和极限环存在的条件,并指出,系统的持续生存不仅与参数有关,还与其初值有关。 相似文献
6.
《广东海洋大学学报》2017,(6)
探讨一类具有垂直传染和连续治疗传染病模型。从模型中找到无病平衡点和地方病平衡点,借助李雅普诺夫函数和LaSalle不变集原理证明平衡点的全局渐近稳定性,最后通过中心流形研究了模型的跨临界分岔和正规形,得到了模型平衡点的稳定性与分岔性质。 相似文献
7.
利用积分均值法,研究了一类具污染的捕食与被捕食者模型,得到了各种群平均持续生存与绝灭的阈值。 相似文献
8.
通过构造Lyapunov函数,并应用一类时滞微分不等式,研究了一类交系数非线性时滞微分系统的全局指数稳定性,得到若干判定条件,推广了一些文献的结果。 相似文献
9.
《广东海洋大学学报》2016,(3)
应用微分方程比较原理,重合度理论中的Mawhin’s延拓定理和Lyapunov函数研究一类具有相互干扰和群体防御状态及Holling Ⅲ型功能反应的捕食系统正周期解的存在性和全局吸引性。推广了有关文献的研究和结果。 相似文献
10.
滑坡稳定性评价是滑坡防治中关键问题之一, 滑坡失稳破坏判据研究可为滑坡稳定性评价提供支持。为了提高滑坡稳定性评价的精度, 以滑坡深部位移监测数据为基础的滑坡失稳破坏判据不失为一种有效方法。基于滑坡深部位移监测数据, 引入滑带完整性指标, 推导得到了滑带完整性指标与滑坡抗剪强度参数之间呈正比例关系; 运用滑坡稳定性计算方法和三峡库区堆积层滑坡简化模型, 获得了滑带完整性指标与滑坡的稳定性系数之间呈正比例关系。建立了考虑滑带完整性指标的三峡库区堆积层滑坡失稳破坏判据, 即: 当滑坡滑带土完整性指标大于滑坡滑带土完整性指标的临界值时, 滑坡处于稳定状态; 当滑坡滑带土完整性指标小于滑坡滑带土完整性指标的临界值时, 滑坡发生失稳破坏。以三峡库区典型堆积层滑坡——五尺坝滑坡为例, 通过实例分析发现该判据具备可靠性, 对堆积层滑坡适用性好。研究成果表明, 滑带完整性指标失稳破坏判据可以用于评价滑坡的稳定状态, 为滑坡失稳破坏判据研究提供了一种新思路。 相似文献
11.
城市空气质量GIS数据模型及分析系统的集成与应用 总被引：4，自引：0，他引：4
城市空气质量模拟是目前环境与健康研究的一个重要领域。本文基于GIS技术,采用准稳态高斯扩散模型建立了城市空气质量模拟系统,着重研究了三维空间城市空气质量模型系统的集成方法,并以福州市为例,采用该模型系统对城市建城区的NO2与SO2年平均浓度场分布进行了模拟。 相似文献
12.
由于传统搜索方法对岩质边坡滑裂面的确定无法兼顾效率与精度, 如何迅速准确确定潜在滑裂面仍然是个难题。极限平衡法在岩质边坡稳定性分析中备受认可, 采用岩质边坡平面剪切滑动模型, 以滑裂面的倾角来表征潜在滑裂面的位置; 基于极值法, 推导了极限平衡条件下平面剪切破坏型岩质边坡潜在滑裂面的解析解, 并结合香港秀茂坪路边坡对其准确性进行了验证, 进一步对四川宜宾打营盘山公路多级边坡进行了整体稳定性分析。结果表明: 香港秀茂坪边坡采用本文方法确定的边坡潜在滑裂面倾角与实际滑坡倾角基本一致。实际工程应用中, 采用Slide软件中布谷鸟搜索法和模拟退火法两种搜索方法得到的滑裂面倾角分别为38.0°和37.0°, 本解析法所得倾角为34.8°; 选用Janbu法、Morgenstern-Price法和Sarma法分别计算对应的稳定系数, 结果均为1.04左右, 本文所得稳定系数为1.15, 可见本文方法所得结果基本准确。通过参数敏感性分析发现, 随着黏聚力的增加, 边坡滑裂面倾角越来越小, 稳定系数也随之增加; 而当内摩擦角增大时, 边坡滑裂面倾角和稳定系数也随之增大。 相似文献
13.
This paper is concerned with the stability analysis of reinforced slopes. A new approach based on the limit equilibrium principle is proposed to evaluate the stability of the reinforced slopes. The effect of reinforcement is modeled as an equivalent restoring force acting the bottom of the slice and added into the general limit equilibrium (GLE) method. The equations of force and moment equilibrium of the slice are derived and corresponding iterative solution methods are provided. The new method can satisfy both the force and the moment equilibrium and be applicable to the critical failure surface of arbitrary form. Furthermore, the results predicted by the proposed method are compared with the calculation examples of other researchers and the centrifuge model test results to validate its correctness and effectiveness. 相似文献
14.
Equilibrium coastal profiles: II. Evidence from EOF analysis 总被引：1，自引：0，他引：1
The validity of the concept of coastal equilibrium depends upon a proof of the existence of equilibrium. In addition, the
methods of calculating the actual equilibrium profile and the response time are required. This study evaluates equilibrium
conditions using evidence from EOF (empirical orthogonal function) analysis of the coastal profile data (bed slopes and associated
elevations) obtained from Poole and Christchurch Bays, southern England. The preliminary results show that the largest eigenvalue
is much greater than the other eigenvalues and the temporally-related eigenfunction is stationary; this observation implies
the existence of equilibrium. Further, the spatially-related eigenfunction associated with the largest eigenvalue is used
to calculate the actual beach profile at equilibrium. Although the temporal eigenfunction may fluctuate, it recovers rapidly,
indicating that the response time is short. However, further studies are required to determine the response time accurately.
Contribution No 3335 from the Institute of Oceanology, Chinese Acodemy of Sciences.
Project supported by the SCOPAC (UK) and the CAS (through the “Hundred Talent Programme”, No. A10970203) 相似文献
15.
The E24 profile slope analyzed belongs to a series of excavated slopes of the Haizhou Opencast Coal Mine. It seems to be divided into Downslope Part and Upslope Part. Its profile comprises two noticeable coal seams, called the 8# and 9# weak layers, considered as the potential failure surfaces. In consideration of the actual configuration as in the perspective of any modification, assessing the stability of this slope with various profile forms under given conditions, and assessing the risk of instability and quantifying the influence of earthworks or other modifications to the stability of this slope, have constituted the primordial objectives carried out. From assumed potential failure surfaces, any specific profiles and specified slip surfaces are defined. A factor of safety (FoS) is computed for each specified slip surface; the smallest FoS found corresponds to the least favorable slip surface. The safety factor values obtained are compared to the suggested safety factor. Limit equilibrium methods of vertical slices implemented in Slope/W, computer program for slope stability analyses, have been adopted to perform the E24 slope stability analysis. The safety factor values computed with 9# weak layer are lower than for 8#; the factors of safety obtained with Sarma's method are the smallest; more, without groundwater (long term) overall values are greater than those determined under groundwater condition (short term). The lowest safety factor value is found for a profile depending on an adopted earthwork sequence. The E24 profile slope stability analysis shows the instability risk for the deepest weak layer, and also shows the short and long term stability of this slope for the envisaged earth movements. However it demonstrates the existence of instability risk for any earthwork firstly affecting the downslope part. 相似文献
16.
Simplice F. BOBY 《东北亚地学研究》2007,10(2):171-184
The E24 profile slope analyzed belongs to a series of excavated slopes of the Haizhou Opencast Coal Mine. It seems to be divided into Downslope Part and Upslope Part. Its profile comprises two noticeable coal seams, called the 8# and 9# weak layers, considered as the potential failure surfaces. In consideration of the actual configuration as in the perspective of any modification, assessing the stability of this slope with various profile forms under given conditions, and assessing the risk of instability and quantifying the influence of earthworks or other modifications to the stability of this slope, have constituted the primordial objectives carried out. From assumed potential failure surfaces, any specific profiles and specified slip surfaces are defined. A factor of safety (FoS) is computed for each specified slip surface; the smallest FoS found corresponds to the least favorable slip surface. The safety factor values obtained are compared to the suggested safety factor. Limit equilibrium methods of vertical slices implemented in Slope/W, computer program for slope stability analyses, have been adopted to perform the E24 slope stability analysis. The safety factor values computed with 9# weak layer are lower than for 8#; the factors of safety obtained with Sarma's method are the smallest; more, without groundwater (long term) overall values are greater than those determined under groundwater condition (short term). The lowest safety factor value is found for a profile depending on an adopted earthwork sequence. The E24 profile slope stability analysis shows the instability risk for the deepest weak layer, and also shows the short and long term stability of this slope for the envisaged earth movements. However it demonstrates the existence of instability risk for any earthwork firstly affecting the downslope part. 相似文献
17.
In this paper, we utilize the variational limiting equilibrium (LE) procedure to theoretically determine the slope stability of homogeneous coral sand in the South China Sea. By establishing a reasonable functional and calculating its extremum, we can deduce the stability factor of a coral reef identical to that obtained by upper bound analysis. To determine the accuracy of the results obtained using the variational LE procedure, we present some classical examples of homogeneous sand slopes without a hard shell and compare our results with those obtained by the upper bound theorem of plasticity. A series of extensive calculations and comparisons reveal that the results obtained by our proposed analysis method and those obtained using classical methods are slightly different, but the variational results are believable. On the other hand, our method solves some stability factors for reef slopes covered with a hard shell, which indicates that the existence of a hard reef shell may significantly enhance the stability of a reef slope, and that there is strong nonlinear relationship between reef stability and the mechanical characteristics of the reef shell, such as its thickness and strength. Finally, based on the variational results presented in this paper, we present a useful chart that offers a convenient and straightforward way to determine the maximum stability factor of reef slopes. Taking into account the influence of the hard reef shell, we found that, in some limit equilibrium cases, the limit stability factor and critical height of a coral slope could be improved significantly. Therefore, this issue deserves careful attention in engineering practice. 相似文献
18.
在边坡稳定性上极限分析中, 由于考虑了材料的理想弹塑性本构关系与相关流动法则, 相比极限平衡法更符合岩土材料的特征。在以往的二维边坡极限分析上限法中, 要求坡面形态为规则的直线, 而无论是天然边坡还是人工边坡, 边坡的坡面形态往往并非规则的直线。此外, 以往的边坡极限上限分析中得到的稳定数N s=c/γH 主要针对土坡的临界高度计算, 且未考虑孔压等外力对边坡施加的外功率。不同于传统极限平衡法采用静力学的平衡条件, 本研究针对非直线型坡面边坡稳定性问题, 假定滑动面为对数螺旋线, 基于极限分析上限定理和虚功原理, 提出了一种边坡发生旋转破坏时旋转中心的确定方法, 推导出了非直线型坡面边坡的重力虚功功率和能量平衡方程的解析解, 并提出了基于内、外功率之比的稳定系数K 用以评价边坡的稳定性。通过算例比较了不同形态天然边坡的稳定性和人工削坡对边坡稳定性的影响, 并分析了边坡的坡度(β )、土体的内摩擦角(φ )、黏聚力(c )以及孔压系数(ru )对稳定系数K 的影响规律。对于坡度较大的边坡, 通过削坡改变坡面形态提高了边坡的稳定系数K 。稳定系数K 随黏聚力的增加而非线性增大, 随孔压系数的增加而降低。当黏聚力相对于孔压系数对边坡稳定性影响更大时, 稳定系数K 随内摩擦角的增加而增大; 反之, 稳定系数K 则随内摩擦角的增加而减小。以上结果符合对边坡稳定性分析的普遍认知, 验证了模型的合理性。另外, 通过将该方法与传统的Bishop法的计算结果进行对比, 发现安全系数F s=1与稳定系数K =0的临界状态物理意义相同, 稳定系数K 随黏聚力非线性增加, 更符合边坡的渐进破坏过程。 相似文献