Simulation of Atmospheric Boundary Layer Characteristics during Indian Summer Monsoon using Observations from Monsoon Trough Boundary Layer Experiment at Jodhpur, India

The diurnal structure of the boundary layer during Indian summer monsoon period is studied using a one-dimensional meteorological boundary layer model and the observations collected from the Monsoon Trough Boundary Layer Experiment conducted in 1990 at Jodhpur, India. The model was initialized with the observed temperature profiles at 0530 LST on 17 July, 1990 at Jodhpur and was run for 26 hours. The study is carried out with a geostrophic wind speed of 9.5 m s⁻¹ corresponding to the strong wind simulation. The mean thermodynamic and wind structure simulated by the model are in good agreement with those observed from 30 m tower. The computed surface layer characteristics such as the surface fluxes, TKE and standard deviations of velocity components are found to be reasonably in good agreement with those based on turbulence measurements. The shear and buoyancy budget computed from the model are also compared with the turbulence measurements. The integrated cooling budget in the nocturnal boundary layer is examined.     

Identification of modal parameters of non‐classically damped linear structures under multi‐component earthquake loading

A method for parametric system identification of classically damped linear system in frequency domain is adopted and extended for non‐classically damped linear systems subjected up to six components of earthquake ground motions. This method is able to work in multi‐input/multi‐output (MIMO) case. The response of a two‐degree‐of‐freedom model with non‐classical damping, excited by one‐component earthquake ground motion, is simulated and used to verify the proposed system identification method in the single‐input/multi‐output case. Also, the records of a 10 storey real building during the Northridge earthquake is used to verify the proposed system identification method in the MIMO case. In this case, at first, a single‐input/multi‐output assumption is considered for the system and modal parameters are identified, then other components of earthquake ground motions are added, respectively, and the modal parameters are identified again. This procedure is repeated until all four components of earthquake ground motions which are measured at the base level of the building are included in the identification process. The results of identification of real building show that consideration of non‐classical damping and inclusion of the multi‐components effect of earthquake ground motions can improve the least‐squares match between the finite Fourier transforms of recorded and calculated acceleration responses. Copyright © 2006 John Wiley & Sons, Ltd.     

A new approach of selecting real input ground motions for seismic design: The most unfavourable real seismic design ground motions

This paper presents a new way of selecting real input ground motions for seismic design and analysis of structures based on a comprehensive method for estimating the damage potential of ground motions, which takes into consideration of various ground motion parameters and structural seismic damage criteria in terms of strength, deformation, hysteretic energy and dual damage of Park & Ang damage index. The proposed comprehensive method fully involves the effects of the intensity, frequency content and duration of ground motions and the dynamic characteristics of structures. Then, the concept of the most unfavourable real seismic design ground motion is introduced. Based on the concept, the most unfavourable real seismic design ground motions for rock, stiff soil, medium soil and soft soil site conditions are selected in terms of three typical period ranges of structures. The selected real strong motion records are suitable for seismic analysis of important structures whose failure or collapse will be avoided at a higher level of confidence during the strong earthquake, as they can cause the greatest damage to structures and thereby result in the highest damage potential from an extended real ground motion database for a given site. In addition, this paper also presents the real input design ground motions with medium damage potential, which can be used for the seismic analysis of structures located at the area with low and moderate seismicity. The most unfavourable real seismic design ground motions are verified by analysing the seismic response of structures. It is concluded that the most unfavourable real seismic design ground motion approach can select the real ground motions that can result in the highest damage potential for a given structure and site condition, and the real ground motions can be mainly used for structures whose failure or collapse will be avoided at a higher level of confidence during the strong earthquake. Copyright © 2007 John Wiley & Sons, Ltd.     

全球定位系统(GPS)技术的最新进展 第四讲 精密单点定位(下)

2 数据处理 2.1 数据预处理 数据预处理的目的主要是为了解决下列问题:周跳的探测及修复;粗差观测值的剔除;整周模糊度的确定;用相位平滑伪距以获得较精确的伪距观测值.数据预处理工作的好坏将直接关系到精密单点定位的质量.     

由空间直角坐标计算大地坐标的简便公式

对大地测量教科书中给出的空间三维直角坐标与大地坐标的转换公式进行了大量的计算与分析，总结得出一组由空间直角坐标计算大地坐标的简便公式。     

非线性最小二乘参数平差迭代算法

在非线性最小二乘问题现有的3类主要算法－－高斯－牛顿法、阻尼最小二乘法和最小二乘的拟牛顿法的基础上，引入了综合性能更优的非线性规划的SQPM（序列二次规划法）算法，并且为进一步提高SQPM算法迭代的收敛性，对其步长策略进行了改进。改进的SQPM算法成为无需精确计算参数概略值的非线性最小二乘参数平差的实用和有效算法。     

海潮负荷对自由核章动参数拟合的影响

基于武汉基准台超导重力仪重力潮汐观测资料 ,利用根据不同海潮模型获得的负荷重力改正值对观测数据作海潮改正 ,拟合了地球自由核章动 ( FCN)共振参数。结果表明 FCN的本征周期为 435 .2恒星日 ,品质因子为 4730 ,复共振强度为 ( - 6.34× 1 0 - 4,- 0 .0 9× 1 0 - 4)°/h。不同的海潮模型对 FCN本征周期和共振强度实部计算结果的影响很小 ,差异分别不超过± 1 .6%和± 7.7% ,对品质因子 Q值和共振强度虚部拟合结果的影响非常显著。基于 Ori96全球海潮模型得到的重力改正值可以很好地解释武汉基准台周日重力潮汐观测残差。     

空基GPS遥感地球大气参数方法研究

探讨了空基无线电掩星技术应用于遥感地球大气参数方法，并将该方法编制成资料处理软件。对实测资料进行处理和分析后，给出了地球大气参数反演结果。发现指数函数外推法引入数据处理后大大改进了大气温度的归算结果，而对气压归算的影响却很小。比对结果显示我们的遥感结果同国外有关结果基本相符。     

无线电掩星反演大气参数误差分析及应用进展

本文详细分析了影响空间GPS无线电掩星反演大气参数方法的主要误差源，其中包括信噪比误差，精密定轨误差，电离层模制误差，多路径效应和时钟改正等误差，并且介绍了国内外在无线电掩星领域的一些应用研究进展。     

北京昌平地震台TJ-1体积钻孔应变仪潮汐参数动态特征及其稳定性研究

介绍了北京昌平地震台 TJ- 1型钻孔体积应变仪 1 989年 7月～ 2 0 0 0年 1 2月期间的观测结果 ,分析了潮汐响应函数的动态特征及其稳定性。由全序列观测数据调和分析所得 :O1波潮汐因子 VO1=0 .791 6± 0 .0 1 2 8、相位滞后 ΔΦ0 1=1 .9°;K1波潮汐因子 Vk1=0 .6 4 42±0 .0 0 88、相位滞后ΔΦk1=- 4.2°;M2 波潮汐因子 VM2 =0 .6 5 0 0± 0 .0 0 3 8、相位滞后ΔΦM2 =-2 .9°。液态地核振荡因子 A=VO1/VK1=1 .2 2 8,比理论值小 6 .5 %。