大参数小半径非完整缓和曲线的计算

本文分析了级数形式缓和曲线切线支距坐标公式与计算偏角的相互关系,当计算偏角大于90°应使用积分公式计算缓和曲线切线支距坐标,并推导了含任意非完整缓和曲线的路线交点曲线要素公式。     

小波消噪技术在非陀螺寻北系统中的应用

为消除基座扰动对非陀螺寻北系统测量精度的影响,采用小波消噪技术对系统的输出信号进行处理。提出了利用信号在多尺度下小波变换系数中,其有用信号为平稳信号,而干扰噪声的模极大值并不随小波分解尺度增加而减少的特性,来确定基座扰动在时域上的作用点,消除影响后再进行小波变换消噪的方法。通过实验证明,该方法能有效提高系统的寻北精度,并增强系统在大幅度基座扰动下快速寻北的鲁棒性。     

Determination of Deformation Modulus for Lower Sands in Nakdong River Delta

The deformation modulus of sands below 30 m in the Nakdong River Delta was estimated by using various in-situ tests, such as the piezocone penetrometer (CPT), seismic dilatometer (SDMT), and pressuremeter tests (PMT). Disturbed sand samples retrieved at several depths of two boreholes were reconstituted to simulate the in-situ deposited condition using a slurry method. Thereafter, the drained triaxial compression (TX) and the resonant column (RC) tests were also conducted. The elastic modulus obtained through the application of the TX and PMT results to conventional methods led to the underestimation of the in-situ values, because the inherent characteristics of the natural sands were not considered. Thus, the non-linear modulus degradation curves were constructed using the modulus degradation from the TX, RC, PMT, and the in-situ maximum shear modulus from SDMT. Thereafter, the modulus at 25% failure stress strength was re-evaluated. The re-evaluated values from the TX were in good agreement with those from the PMT, using the unloading curves and with the existing empirical equation based on the seismic CPT. Finally, a CPT-compatible empirical formula for the deformation modulus at 25% failure strength was proposed.     

Gmax of Reclaimed Ground on the Western Coast of Korea Using Various Field and Laboratory Measurements

The maximum shear modulus of soil is a principal parameter for the design of earth structures under static and dynamic loads. In this study, the statistical data of the maximum shear moduli of reclaimed ground in the Songdo area on the western coast of Korea were evaluated using various field and laboratory tests, including the standard penetration test (SPT), piezocone penetration test (CPTu), self-boring pressure meter test (SBPT), down-hole seismic test (DHT), seismic piezocone penetration test (SCPTu) and resonant column test (RCT). Soils were classified variously by using a conventional unified soil classification system and classification charts for CPTu data. For the soils containing mostly sand and silt, the soil classifications using the classification charts for CPTu data show good agreement with the unified soil classification. Based on the statistical analysis on various maximum shear moduli, new site-specific empirical correlations between the shear moduli and SPT and CPTu values were proposed. Predictions of the maximum shear moduli using the proposed correlations were compared with the data obtained from the DHT, which is comparatively exact in evaluating the maximum stiffness of soils. The good agreement confirmed that the proposed correlations reasonably predicted the maximum shear moduli of soils in western coastal area of Korea.     

The Impact of Grain Crushing on Road Performance

This paper presents the results of a study of grain crushing in road construction and its effect on road behaviour. Sieve analyses of field samples confirmed that grain crushing occurs during compaction of the base layer despite the good quality of aggregates used. Laboratory testing indicated that grain crushing reduces the resilient modulus of the aggregate material by half and increases the permanent deformations by onefold to threefold depending on the state of density and stresses considered. Road design and analyses undertaken to delineate the effect of grain crushing on performance showed that particle breakage yields a significant increase in rutting and longitudinal and alligator cracking of roads.     

Shear Modulus and Damping Ratio of Organic Soils

The paper presents results from a laboratory investigation into the dynamic properties of natural intact and model organic soils by means of resonant-column tests. The natural intact organic soils were sands, cohesive soils and peats with varying content of calcium carbonate. The model organic soils were formed in laboratory by mixing kaolinite and paper pulp. The influence of various soil parameters, such as strain level, confining stress, void ratio, plasticity index, organic content and secondary consolidation time on shear modulus, G, and damping ratio, DT, is presented and discussed. The test results on natural organic soils show that only high organic contents (OC ≥ 25%) have significant influence on G and DT at both small and high shear strains. For the model organic soils, however, a significant influence of even lower values of organic content (5% ≤ OC ≤ 20%) on G at small strains and DT at both small and high strains is observed.     

Seabed shear modulus profile inversion using surface gravity (water) wave-induced bottom motion

Summary. The motion of a layered seabed induced by propagating gravity water waves is modelled by the coupling matrix for a massless incompressible elastic bed according to Yamamoto. An amplitude inversion scheme is developed to extract the bottom shear modulus profile from the motion of the seabed at a point on the bed surface using the linear inverse theory combined with the Yamamoto theory of wave-seabed interaction. Numerical tests using synthetic data without noise confirmed that the inversion is unique and consistent. The inversion technique is applied to a set of field data from the Mississippi River Delta. A good agreement is obtained between the inverted profile and the direct measurements.     

Compression of Fe3C to 30 GPa at room temperature

Polycrystalline Fe₃C (cementite) was compressed in a neon pressure medium to 30.5 GPa at 300 K using diamond-anvil cell techniques. Angular dispersive X-ray diffraction of Fe₃C was measured using monochromatic synchrotron radiation and imaging plates. No phase transition was observed up to the highest pressure studied. The pressure–volume data were fitted to a third-order Birch–Murnaghan equation of state. With V ₀ constrained to a measured value of 155.28 ų, the best fit yielded a 300-K isothermal bulk modulus K ₀ = 174 ± 6 GPa, and its pressure derivative at constant temperature K ₀ ^′ =(K ₀ /P) _T = 4.8±0.8.     

Key parameters governing the performance of soft tunnel coating for seismic isolation

A method to cover a tunnel lining with a soft and thin coating is discussed herein as a possible measure for mitigating seismic damage to tunnels. Long‐term earthquake observations at different tunnel sites within a variety of alluvial soil deposits have demonstrated that a circular tunnel is liable to deform in such a way that its two diagonal diameters crossing each other expand and contract alternately. Narrowing down vibration modes, in order to discuss this particular and the most important mode, any of the essential items of the soil–tunnel system, namely the soil, the coating and the tunnel lining, has only one degree of freedom, allowing the coating effect to be simply evaluated in terms of a limited number of key parameters. Copyright © 2001 John Wiley & Sons, Ltd.