Assessment of seismic performance of extended pile‐shafts     

Y. H. Chai  S. T. Song 《地震工程与结构动力学》2003,32(12):1937-1954

The seismic performance of extended pile‐shafts subjected to the current level of displacement ductility demand is assessed for different soil conditions. Local curvature ductility demand is compared with the curvature ductility capacity provided by the current level of confining steel. Parameters in the assessment of extended pile‐shafts include the undrained shear strength of cohesive soils, relative density of cohesionless soils, aboveground height, longitudinal reinforcement ratio, axial force level and pile diameter. Results indicate that the curvature ductility demand in the pile decreases with increased soil stiffness but increases with increased aboveground height. The curvature ductility demand however is not sensitive to the longitudinal reinforcement ratio or axial force level, and is independent of the pile diameter. Results further indicate that the curvature ductility capacity available from the current level of confining steel may not be adequate for tall extended pile‐shafts, especially for piles with large longitudinal reinforcement ratio and embedded in soft or loose soils. Limits on the maximum longitudinal reinforcement ratio are suggested in the paper. Copyright © 2003 John Wiley & Sons, Ltd.  相似文献   

近断层地震动作用下钢筋混凝土桥墩的抗震性能   总被引：9，自引：2，他引：9  

王东升  冯启民  翟桐 《地震工程与工程振动》2003,23(1):95-102

通过对满足规范延性要求的12根典型钢筋混凝土桥墩试件的线性和非线性地震反应分析，指出在近断层地震动作用下满足延性需求与延性能力比小于1.0的桥墩仍可能发生严重破坏和倒塌，若考虑桥墩的地震损伤性能，允许的延性需求与延性能力比不宜超过0.6-0.8。讨论了桥墩延性抗震设计中强度折减系数Rμ和设计基底剪力系数BSC取值问题。  相似文献   

碳纤维布增强钢筋混凝土柱延性性能的评估与分析   总被引：2，自引：0，他引：2  

赵彤  刘明学  谢剑 《地震工程与工程振动》2003,23(4):117-123

在试验研究的基础上，对碳纤维布提高钢筋混凝土柱延性的机理进行了分析，确定了碳纤维布用量、轴压比、剪跨比、矩形截面柱转角部位的形状等试验因素对碳纤维布加固钢筋混凝土柱延性的影响规律。在此基础上，重点对碳纤维布加固钢筋混凝土柱延性性能的评估与分析方法进行了研究，提出了碳纤维布加固矩形截面钢筋混凝土柱位移延性比的理论计算方法和简化计算公式。计算结果与试验数据能较好地吻合。工程技术人员可以应用上述方法，对碳纤维布增强钢筋混凝土柱延性性能进行合理的评估与分析。  相似文献   

镍钴锰三元合金镀层应用于电镀金刚石钻头的初步研究   总被引：1，自引：0，他引：1       下载免费PDF全文

江辉  李根生  何予鹏  苗玉红 《探矿工程》2002,(6):38-40

提出了一种能很好适应电镀金刚石钻头要求的新型胎体材料即镍钴锰三元合金镀层，给出了新镀层的电镀液配方，对比测量了镍钴锰镀层与目前广为采用的镍钴和镍锰镀层的硬度与韧性，结果指出，镍钴锰三元合金镀层具有比镍钴或镍锰镀层更高的综合机械性能和低得多的钴含量，更适合于制造电镀金刚石钻头，在适当条件下，镍钴锰胎体钻头可以分别更好地适应于镍钴和镍锰胎体钻头的应用领域。  相似文献   

Effect of boundary element details on the seismic deformation capacity of structural walls     

Young‐Hun Oh  Sang Whan Han  Li‐Hyung Lee 《地震工程与结构动力学》2002,31(8):1583-1602

The objective of this study is to investigate the effect of boundary element details of structural walls on their deformation capacities. Structural walls considered in this study have different sectional shapes and/or transverse reinforcement content at the boundaries of the walls (called boundary element details hereafter). Four full‐scale wall specimens (3000mm (h_w)×1500mm (l_w)×200mm (T)) were fabricated and tested. Three specimens are rectangular in section and the other specimen has a barbell‐shaped cross‐section (a wall with boundary columns). The rectangular wall specimens are reinforced according to the common practice used for reinforced concrete residence buildings in Korea and Chile. In this study, the primary variable for these rectangular specimens is the content of transverse reinforcement to confine the boundary elements of a wall. The barbell‐shaped specimen was designed in compliance with ACI 318‐95. The response of the barbell‐shaped specimen is compared with those of other rectangular specimens. The effective aspect ratio of the specimens is set to two in this study. Based on the experimental results, it is found that the deformation capacities of walls, which are represented by displacement ductility, drift ratio and energy dissipation capacities, are affected by the boundary element details. Copyright © 2002 John Wiley & Sons, Ltd.  相似文献   

约束砖砌体结构的弹塑性时程分析     

徐德良  刘伟庆  刘经伟 《地震工程与工程振动》2002,22(5):57-61

本文对超《规范》的大开间采取在墙体中增设钢筋混凝土墙中柱和水平条带的加强措施，为验证原型结构的抗震能力，在大比例模型试验的基础上，对约束砖砌体原型结构进行弹塑性时程分析，得出结构层次位移反应包络图，论证了结构采取此项加强措施后能满足7度区相应的抗震设防要求。  相似文献   

钢混凝土组合梁低周反复荷载试验研究   总被引：9，自引：0，他引：9  

薛伟辰  李昆  李杰 《地震工程与工程振动》2002,22(6):65-70

本文基于钢－混凝土组合梁的低周反复荷载试验，对其破坏形态、滞回曲线、抗震延性、耗能能力、刚度退化、变形恢复能力等抗震性能进行了较为深入的研究，研究结果表明：钢－混凝土组合梁具有良好的抗震性能。  相似文献   

Effects of structural walls on the elastic–plastic earthquake responses of frame–wall buildings     

Xhafer Kongoli  Tadao Minami  Yuki Sakai 《地震工程与结构动力学》1999,28(5):479-500

Effects of structural walls on the elastic–plastic earthquake response of short- to medium-height reinforced concrete buildings were investigated. The analytical model consists of independent lumped mass systems representing walls and frames connected at each floor. The wall structure undergoes flexural as well as shear deformation and fails in shear at relatively small story drifts, the frames deforming only in shear. As a measure of structural damage, the ductility factor responses of frame structures were calculated for different combinations of base shear coefficients for the frames and walls. In buildings with relatively weak frames, the installation of structural walls did not improve the large plastic response of the frames up to the point where the walls were unfailed in shear and the ductility factors of the frame structure were suddenly reduced to a very small number. For relatively strong frames, however, the response displacements decreased gradually as the number of walls increased, whether or not the walls failed. Empirical formulas for the required base shear coefficients of the walls and frames which gave a target ductility factor response also were derived for two particular groups of accelerograms. These equations should be of practical use in designing frame-wall type buildings and in retrofitting damaged buildings. Copyright © 1999 John Wiley & Sons, Ltd.  相似文献   

Determination of ductility factor considering different hysteretic models     

Li Hyung Lee  Sang Whan Han  Young Hun Oh 《地震工程与结构动力学》1999,28(9):957-977

In current seismic design procedures, base shear is calculated by the elastic strength demand divided by the strength reduction factor. This factor is well known as the response modification factor, R, which accounts for ductility, overstrength, redundancy, and damping of a structural system. In this study, the R factor accounting for ductility is called the ‘ductility factor’, R_μ. The R_μ factor is defined as the ratio of elastic strength demand imposed on the SDOF system to inelastic strength demand for a given ductility ratio. The R_μ factor allows a system to behave inelastically within the target ductility ratio during the design level earthquake ground motion. The objective of this study is to determine the ductility factor considering different hysteretic models. It usually requires large computational efforts to determine the R_μ factor. In order to reduce the computational efforts, the R_μ factor is prepared as a functional form in this study. For this purpose, statistical studies are carried out using forty different earthquake ground motions recorded at a stiff soil site. The R_μ factor is assumed to be a function of the characteristic parameters of each hysteretic model, target ductility ratio and structural period. The effects of each hysteretic model to the R_μ factor are also discussed. Copyright © 1999 John Wiley & Sons, Ltd.  相似文献   

Vulnerability of reinforced concrete frames in low seismic region,when designed according to BS 8110     

Thambirajah Balendra  Kiang-Hwee Tan  Sia-Keong Kong 《地震工程与结构动力学》1999,28(11):1361-1381

The overstrength and ductility due to redistribution of internal forces are being investigated for three bay multi-storey reinforced concrete plane frames, using non-linear push-over analysis. These frames are designed to resist gravity loads, wind loads and a notional horizontal load in accordance with the British code BS 8110, which does not have any special provision for seismic loads. The results show that the overstrength factors for the three-, six- and ten-storey frames are respectively, 7·5, 5·6 and 2·2 times the design lateral loads, whereas, the ductility factors for the three frames are similar, and slightly greater than 2. These values yield a response modification factor of 18·0, 12·2 and 4·7 for the three-, six- and ten-storey frames, respectively. The effect of infill walls on the response modification factor is also being investigated, and a suitable response modification factor for assessing the vulnerability of reinforced concrete frames of about 10 storeys high is recommended. Copyright © 1999 John Wiley & Sons, Ltd.  相似文献