旅行分布的重力模式与交通模型的关系

从交通问题的对偶规划出发, 引入由Beckmann 和Wallance, Golob 和Beckman 等提出的不确定性效用方法, 建立交通问题和双约束重力模型的关系。证明当旅行者效用概率分布密度函数的标准差趋于零时, 双约束重力模型中的距离摩擦系数趋于正无穷, 由双约束重力模型确定的旅行分布使得总的交通成本达到最小。在这种关系中, 双约束重力模型中平衡因子的作用是市场调整旅行终点服务价格进而调整旅行者消费者剩余的结果。通过建立的分 析方法对北京、上海、广州、西安、武汉、成都和昆明等七个城市间航空交通的应用, 发现多数航线的模拟较好。结果表明各终点的差异性、消费者偏好的不同、交通工具的替代性和旅行目的之差异性等可以导致一些较大的误差, 这些差异性可以采用对起终点对的单位交通费用的调整来体现, 从而达到较好的模拟和分析效果。     

基于卫星遥感数据改进区域尺度的显热通量模型

以西北半干旱地区的内蒙古农牧交错地带锡林郭勒盟为研究区,以不同退化程度的草地为研究对象,通过叶面积指数计算各像元的动力传输粗糙度长度,以改进显热通量算法;并结合植被／土壤组分温度分别计算基于亚像元的植被／土壤的显热通量。由敏感性分析和模型验证表明,改进的显热通量算法能够提高区域尺度的能量平衡计算精度。     

Development of the cyclic p–y curve for a single pile in sandy soil

Pile foundations that support transmission towers or offshore structures are dominantly subjected to cyclic lateral load induced by wind and waves. For a successful design, it is crucial to investigate the effect of cyclic lateral loads on the pile behavior that is loaded laterally. Although the p–y curve method is generally utilized to design the cyclic laterally loaded pile foundations, the effect of cyclic lateral loads on the pile has not been properly implemented with the p–y curve. This reflects a lack of consideration of the overall stiffness change in soil–pile interaction. To address this, a series of model pile tests were conducted in this study on a preinstalled aluminum flexible pile under various sandy soil conditions. The test results were used to investigate the effect of cyclic lateral loads on the p–y behavior. The cyclic p–y curve, which properly takes into account this effect, was developed as a hyperbolic function. Pseudo-static analysis was also conducted with the proposed cyclic p–y curve, which showed that it was able to properly simulate cyclic laterally loaded pile behavior in sandy soil.     

Response and capacity of monopod caisson foundation under eccentric lateral loads

Monopod caisson foundation is a viable alternative for supporting offshore wind turbines located at shallow water depths. This foundation system has to resist overturning moment generated due to resultant lateral load, arising from wind and water wave action, that can act at any loading height above the seabed. This paper presents results of a numerical investigation performed to determine the influence of loading height, caisson geometry and superstructure load on the ultimate lateral capacity, initial stiffness, and soil failure zone of the foundation, when installed in very dense sand. Both the ultimate and serviceable states of the caisson foundation obtained from the analyses are represented in terms of envelopes plotted between lateral load and overturning moment. Simplified expressions, which take into account the influence of caisson geometry, loading height, and soil properties, are also presented to serve as a preliminary base for design of the monopod caisson foundation.     

北戴河西海滩潜堤岬头养滩功效研究

根据北戴河西海滩人工养滩后实际监测数据,对养滩工程中潜堤岬头的养滩功效进行分析,并通过数值模拟的方法进行验证。结果表明,潜堤岬头起到了很好的消浪促淤效果。岬头建成后,沙滩整体以淤积为主,局部岸段发生侵蚀,但侵蚀量不大,低潮滩以上沙滩平均单宽淤积量为21.3 m^3/m,其中,M4剖面单宽淤积量最大,为98.3m^3/m;数值模拟结果肯定了岬头的消波减能功效,其预测的岸线形态与实测岸线基本一致。     

兰州市南山绿化地裸地冬季地表辐射及能量收支对比

利用2005年12月7~29日在兰州市皋兰山顶获取的地气相互作用观测资料,对比分析了冬季典型晴天和平均状态下绿化地与裸地地表辐射、能量收支及土壤温、湿度的日变化特征。结果表明:绿化地和裸地太阳总辐射、大气长波辐射很接近,地表短波和长波向上辐射因不同下垫面特征不同而差异较大;地表能量平衡绿化地、裸地均以感热输送为主,土壤热通量和潜热输送很小,尤其是潜热通量,峰值往往不超过10 W.m-2;观测发现绿化地感热比裸地高,这一反常现象值得进一步研究证实;观测期平均特征与晴天比较接近,表明云和降雪的扰动影响有限;绿化地、裸地地表日平均反照率相对稳定,绿化地日平均反照率在0.20~0.28之间变化,裸地在0.25~0.31之间变化,平均值分别为0.21和0.29。     

卧龙湖湿地环境演化及其成因分析

以卧龙湖湿地的基本概况和有关监测资料为基础,对卧龙湖湿地的历史演变规律以及1975~2004年湖水位观测数据和调查资料进行分析,研究近29年来卧龙湖水位的变化趋势和水位下降的成因.运用水量平衡计算方法,得出气候、水文等自然因素和人为因素是导致近30年来入湖水量减少和水位下降的根本原因.     

云量对祁连山老虎沟12号冰川表面能量平衡的影响

为探讨云量对冰川表面能量平衡(SEB)的影响,利用架设在老虎沟12号冰川(简称12号冰川)消融区(4550 m a.s.l.)的自动气象站资料,结合能量平衡模型计算各能量分量并分析其季节变化,通过云量参数化方案获取云量因子并量化其对冰川表面能量收支的影响.结果表明:净短波辐射为冰川表面主要的能量来源(92％),净长波辐...     

Validation of a soil water balance model using soil water content and pressure head data

The validation of soil water balance models and the evaluation of the quality of the model predictions at field‐scale require time‐series of in situ measured model outputs. In our study, we have validated such a model using a 6‐year period with time‐series of automatically recorded, daily volumetric soil water contents measured with the time‐domain reflectometry with intelligent microelements (TRIME) method and daily pressure heads measured with tensiometers. The comparisons of simulated with measured soil water contents and pressure heads were analysed using the modelling efficiency index (IA) and the square root of the mean square error (RMSE) in order to evaluate the prediction quality of the model. In our study, IA and RMSE, obtained either from the comparison of simulated with measured soil water contents or the comparison of calculated with observed pressure heads, in some cases lead to different results regarding the evaluation of the simulation quality of the soil water balance model. For example, a good fit between simulated and observed soil water contents does not necessarily result in a comparably good fit between the corresponding calculated and measured pressure heads. Therefore, a combined use of both measurement techniques, which takes into account their respective advantages and disadvantages, gives a more complete overview on the simulation quality of the soil water balance model than the single use of one of those techniques. Copyright © 2004 John Wiley & Sons, Ltd.     

Bearing capacity of strip foundations reinforced with geogrid sheets by using upper bound finite‐element limit analysis

By using the upper bound finite‐elements limit analysis, with an inclusion of single and two horizontal layers of reinforcements, the ultimate bearing capacity has been computed for a rigid strip footing placed over (i) fully granular, (ii) cohesive‐frictional, and (iii) fully cohesive soils. It is assumed that (i) the reinforcements are structurally strong so that no axial tension failure can occur, (ii) the reinforcement sheets have negligible resistance to bending, and (iii) the shear failure can take place between the reinforcement and soil mass. It is expected that the different approximations on which the analysis has been based would generally remain applicable for reinforcements in the form of geogrid sheets. A method has been proposed to incorporate the effect of the reinforcement in the analysis. The efficiency factors, η_c and η_γ, to be multiplied with N_c and N_γ , for finding the bearing capacity of reinforced foundations, have been established. The results have been obtained (i) for different values of ? in case of fully granular and cohesive‐frictional soils, and (ii) for different rates at which the cohesion increases with depth for a fully cohesive soil. The optimum positions of the reinforcements' layers have also been determined. The effect of the reinforcements' length on the results has also been analyzed. As compared to cohesive soils, the granular soils, especially with higher values of ?, cause a much greater increase in the bearing capacity. The results compare reasonably well with the available theoretical and experimental data from literature. Copyright © 2013 John Wiley & Sons, Ltd.