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91.
各位来宾,各位代表,同志们:国土资源信息化建设成果展览,今天在美丽的昆明市隆重开幕了。我谨代表国土资源部,对展览的成功举办表示热烈的祝贺!向参与这次展览的各界代表和朋友们表示诚挚的问候!向各位来宾和同志们表示衷心的感谢! 相似文献
92.
本文介绍了大范围卫星影像彩色镶嵌图的制作流程.对于大范围卫星影像彩色镶嵌图制作的技术难点(去云、拼接、调色),文章进行了重点介绍并提出技术解决办法.利用MODIS卫星数据制作了两幅全国彩色影像镶嵌图:一幅为红波段(B1)、绿波段(B4)和蓝波段(B3)构成的真彩色合成影像:一幅为红波段(B1).近红外波段(B2)和蓝波段(B3)构成的假彩色合成影像.两幅影像色彩精美,信息量丰富. 相似文献
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Modelling Korean extreme rainfall using a Kappa distribution and maximum likelihood estimate 总被引:6,自引:0,他引:6
Summary Attempts to use the 4-parameter Kappa distribution (K4D) with the maximum likelihood estimates (MLE) on the summer extreme
daily rainfall data at 61 gauging stations over South Korea have been made to obtain reliable quantile estimates for several
return periods. A numerical algorithm for searching MLE of K4D by minimizing the negative log-likelihood function with penalty
method has been described. The isopluvial maps of estimated design values corresponding to selected return periods have been
presented. The highest return values are centered at sites in the south-western part of the Korean peninsula. The distribution
of return values for annual maxima of 2-day precipitation (AMP2) is more similar to the climatological features of annual
total precipitation of Korea than that of annual maxima of daily precipitation (AMP1). Our results of return values delineate
well the horizontal patterns of the heavy precipitation over the Korean peninsula.
Received January 15, 2001 Revised October 8, 2001 相似文献
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This work presents a novel neural network‐based approach to detect structural damage. The proposed approach comprises two steps. The first step, system identification, involves using neural system identification networks (NSINs) to identify the undamaged and damaged states of a structural system. The partial derivatives of the outputs with respect to the inputs of the NSIN, which identifies the system in a certain undamaged or damaged state, have a negligible variation with different system errors. This loosely defined unique property enables these partial derivatives to quantitatively indicate system damage from the model parameters. The second step, structural damage detection, involves using the neural damage detection network (NDDN) to detect the location and extent of the structural damage. The input to the NDDN is taken as the aforementioned partial derivatives of NSIN, and the output of the NDDN identifies the damage level for each member in the structure. Moreover, SDOF and MDOF examples are presented to demonstrate the feasibility of using the proposed method for damage detection of linear structures. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
98.
An analytical model for high damping elastomeric isolation bearings is presented in this paper. The model is used to describe mathematically the damping force and restoring force of the rubber material and bearing. Ten parameters to be identified from cyclic loading tests are included in the model. The sensitivity of the ten parameters in affecting the model is examined. These ten parameters are functions of a number of influence factors on the elastomer such as the rubber compound, Mullins effect, scragging effect, frequency, temperature and axial load. In this study, however, only the Mullins effect, scragging effect, frequency and temperature are investigated. Both material tests and shaking table tests were performed to validate the proposed model. Based on the comparison between the experimental and the analytical results, it is found that the proposed analytical model is capable of predicting the shear force–displacement hysteresis very accurately for both rubber material and bearing under cyclic loading reversals. The seismic response time histories of the bearing can also be captured, using the proposed analytical model, with a practically acceptable precision. Copyright © 2002 John Wiley & Sons, Ltd. 相似文献
99.
The response of low‐ductility reinforced concrete (RC) frames, designed typically for a non‐seismic region, subjected to two frequencies of base excitations is studied. Five half‐scaled, two‐bay, two‐storey, RC frames, each approximately 5 m wide by 3.3 m high, were subjected to both horizontal and/or vertical base excitations with a frequency of 40 Hz as well as a lower frequency of about 4 Hz (close to the fundamental frequency) using a shake table. The imposed acceleration amplitude ranged from 0.2 to 1.2g. The test results showed that the response characteristics of the structures differed under high‐ and low‐frequency excitations. The frames were able to sustain high‐frequency excitations without damage but were inadequate for low‐frequency excitations, even though the frames exhibited some ductility. Linear‐elastic time‐history analysis can predict reasonably well the structural response under high‐frequency excitations. As the frames were not designed for seismic loads, the reinforcement detailing may not have been adequate, based on the crack pattern observed. The effect of vertical excitation can cause significant additional forces in the columns and moment reversals in the beams. The ‘strong‐column, weak‐beam’ approach for lateral load RC frame design is supported by experimental observations. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
100.
Passive energy dissipation devices (EDDs), such as viscous dampers, viscoelastic dampers, etc., have been used to effectively reduce the dynamic response of civil infrastructures, such as buildings and bridges, subject to earthquakes and strong winds. The design of these passive energy dissipation devices (EDDs) involves the determination of the optimal locations and the corresponding capacities. In this paper, we present two optimal design methodologies for passive EDDs based on active control theories, including H∞ and H2 performances, respectively. The optimal design methodologies presented are capable of determining the optimal locations and the corresponding capacities of EDDs. Emphasis is placed on the application of linear matrix inequality (LMI) for the effective design of passive EDDs using the popular MATLAB toolboxes. One important advantage of the proposed approaches is that the computation of the structural response is not needed in the design process. The proposed optimal design methodologies have been applied to: (i) a 10‐storey building and a 24‐storey building both subject to earthquake excitations, and (ii) a 76‐storey wind‐excited benchmark building, to demonstrate the advantages of the proposed design methodologies over the conventional equal capacity design. Copyright © 2002 John Wiley & Sons, Ltd. 相似文献