Influence of unsupported sleepers on the dynamic stability of ballasted bed based on wheelset impact tests

The unsupported sleeper can change the load characteristics of ballast particles and thus affect the dynamic stability of a ballasted bed.In this work,a laboratory test was constructed on a ballasted track containing unsupported sleepers.The ballasted track was excited by a wheelset,and the influence of unsupported sleepers on the dynamic stability of a ballasted bed was studied.The results show that the main frequency of the sleeper vibration appeared at 670 Hz,and the first-order rigid vibration mode at the frequency of 101 Hz had a significant effect on the condition without the unsupported sleeper.When the sleepers were continuously unsupported,the vibration damping effect of ballasted bed within the frequency range of 0–450 Hz was better than that at higher frequencies.Within the frequency range of 70–250 Hz,the vibration damping effect of the ballasted bed with unsupported sleepers was better than that without the unsupported sleeper.Owing to the excitation from the wheelset impact,the lateral resistance of the ballasted bed with unsupported sleepers whose hanging heights were 30,60,and 90 mm increased by 37.43%,12.25%,and 18.23%,respectively,while the lateral resistance of the ballasted bed without the unsupported sleeper remained basically unchanged.The unsupported sleeper could increase the difference in the quality of the ballasted bed between two adjacent sleepers.In addition,test results show that the hanging height of the unsupported sleeper had little effect on the lateral resistance of a ballasted bed without external excitation,but had an obvious effect on the rate of change of the lateral resistance of a ballasted bed and the acceleration amplitude of the sleeper vibration under the wheelset impact.

Stability of bedded rock slopes subjected to hydro-fluctuation and associated strength deterioration

Reservoir-induced earthquakes(RIEs)occur frequently in the Three Gorges Reservoir Area(TGRA)and the rock mass strength of the hydro-fluctuation belt(HFB)deteriorates severely due to the reservoirinduced seismic loads.Three models of typical bedded rock slopes(BRSs),i.e.gently(GIS),moderately(MIS),and steeply(SIS)inclined slopes,were proposed according to field investigations.The dynamic response mechanism and stability of the BRSs,affected by the rock mass deterioration of the HFB,were investigated by the shaking table test and the universal distinct element code(UDEC)simulation.Specifically,the amplification coefficient of the peak ground acceleration(PGA)of the slope was gradually attenuated under multiple seismic loads,and the acceleration response showed obvious“surface effect”and“elevation effect”in the horizontal and vertical directions,respectively.The“S-type”cubic function and“steep-rise type”exponential function were used to characterize the cumulative damage evolution of the slope caused by microseismic waves(low seismic waves)and high seismic waves,respectively.According to the dynamic responses of the acceleration,cumulative displacement,rock pressure,pore water pressure,damping ratio,natural frequency,stability coefficient,and sliding velocity of the slope,the typical evolution processes of the dynamic cumulative damage and instability failure of the slope were generalized,and the numerical and experimental results were compared.Considering the dynamic effects of the slope height(SH),slope angle(SA),bedding plane thickness(BPT),dip angle of the bedding plane(DABP),dynamic load amplitude(DLA),dynamic load frequency(DLF),height of water level of the hydro-fluctuation belt(HWLHFB),degradation range of the hydro-fluctuation belt(DRHFB),and degradation shape of the hydro-fluctuation belt(DSHFB),the sensitivity of factors influencing the slope dynamic stability using the orthogonal analysis method(OAM)was DLA>DRHFB>SA>SH>DLF>HWLHFB>DSHFB>DABP>BPT.

Model test and numerical simulation on the dynamic stability of the bedding rock slope under frequent microseisms

Shake table testing was performed to investigate the dynamic stability of a mid-dip bedding rock slope under frequent earthquakes. Then, numerical modelling was established to further study the slope dynamic stability under purely microseisms and the influence of five factors, including seismic amplitude, slope height, slope angle, strata inclination and strata thickness, were considered. The experimental results show that the natural frequency of the slope decreases and damping ratio increases as the earthquake loading times increase. The dynamic strength reduction method is adopted for the stability evaluation of the bedding rock slope in numerical simulation, and the slope stability decreases with the increase of seismic amplitude, increase of slope height, reduction of strata thickness and increase of slope angle. The failure mode of a mid-dip bedding rock slope in the shaking table test is integral slipping along the bedding surface with dipping tensile cracks at the slope rear edge going through the bedding surfaces. In the numerical simulation, the long-term stability of a mid-dip bedding slope is worst under frequent microseisms and the slope is at risk of integral sliding instability, whereas the slope rock mass is more broken than shown in the shaking table test. The research results are of practical significance to better understand the formation mechanism of reservoir landslides and prevent future landslide disasters.

Dynamic failure mode and energy-based identification method for a counter-bedding rock slope with weak intercalated layers

The dynamic failure mode and energybased identification method for a counter-bedding rock slope with weak intercalated layers are discussed in this paper using large scale shaking table test and the Hilbert-Huang Transform(HHT) marginal spectrum.The results show that variations in the peak values of marginal spectra can clearly indicate the process of dynamic damage development inside the model slope.The identification results of marginal spectra closely coincide with the monitoring results of slope face displacement in the test.When subjected to the earthquake excitation with 0.1 g and 0.2 g amplitudes,no seismic damage is observed in the model slope,while the peak values of marginal spectra increase linearly with increasing slope height.In the case of 0.3 g seismic excitation,dynamic damage occurs near the slope crest and some rock blocks fall off the slope crest.When the seismic excitation reaches 0.4 g,the dynamic damage inside the model slope extends to the part with relative height of 0.295-0.6,and minor horizontal cracks occur in the middle part of the model slope.When the seismic excitation reaches 0.6 g,the damage further extends to the slope toe,and the damage inside the model slope extends to the part with relative height below 0.295,and the upper part(near the relative height of 0.8) slides outwards.Longitudinal fissures appear in the slope face,which connect with horizontal cracks,the weak intercalated layers at middle slope height are extruded out and the slope crest breaks up.The marginal spectrum identification results demonstrate that the dynamic damage near the slope face is minor as compared with that inside the model slope.The dynamic failure mode of counter-bedding rock slope with weak intercalated layers is extrusion and sliding at the middle rock strata.The research results of this paper are meaningful for the further understanding of the dynamic failure mode of counter-bedding rock slope with weak intercalated layers.

LDRA TestBed在CTCS2-200C扩展单元软件测试中的应用

介绍了LDRA Test Bed软件测试工具和CTCS2-200C扩展单元,以CTCS2-200C为例,通过对软件进行静态和动态测试,参照EN 50128:2011标准,提高了整个软件开发生命周期中的各项验证和确认活动效率,降低了软件的风险。

Research on damage failure mechanism and dynamic mechanical behavior of layered shale with different angles under confining pressure

The hydrostatic or confining pressure of deep rocks has a significant impact on the mechanical behavior of brittle materials.Especially when confining pressure is applied,the mechanical properties of rock materials will undergo significant changes.Considering that the process of shale sample subjected to impact load is in a closed container in the dynamic triaxial SHPB test,the failure process of the sample cannot be observed.Meanwhile,the activation volume of the shale sample would be large and local failure would occur in the test under the high strain rate loading.Therefore,thefinite element model of shale considering the bedding effect under confining pressure was established in this study.Taking shale materials with different bedding dip angles as simulation objects,the dynamic failure characteristics of shale were studied using the dynamic analysis software ANSYS/LS‐DYNA from three aspects:stress‐strain curve,failure growth process,and failure morphology.The research results obtained can serve as the key technical parameters for deep resource extraction.

多支承转子-轴承系统试验台动力学设计

为实现多支承轴承-转子系统振动监测和机械设备故障诊断,设计研制了一台模拟大型旋转机械动力特性的多支承轴承-转子试验台。采用有限元算法,经过系统动力学设计计算和理论分析,表明本试验台具有良好的动力学特性和足够的稳定性裕度,能够进行多种转子动力学实验研究,具备机组机械振动监测、故障模拟、轴承负荷在线监测等多项功能。

软弱结构面参数对顺层岩质边坡动力响应的影响研究

为了探究地震作用下软弱结构面对岩质边坡动力响应特征的影响。以云南省某露天矿山边坡为研究背景,利用有限差分软件中的非线性动力分析法对顺层岩质边坡进行动力计算,通过控制变量法设计了一系列的数值实验,探究了软弱结构面参数的改变对岩质边坡动力响应的影响规律,再基于正交试验以及极差分析法对影响岩质边坡动力响应的结构面参数进行了敏感性分析。结果表明:结构面参数的改变对于顺层边坡的动力响应有较大影响;各影响因子对顺层岩质边坡动力响应影响程度大小排序为结构面黏聚力>结构面倾角>结构面内摩擦角>结构面厚度。动力响应的研究可为地处地震频发区域的顺层岩质边坡提供抗震依据。

双偏心动态扭矩-转速传感器的研制

设计了一种双梁式动态扭矩-转速传感器,介绍了其具体结构和工作原理。为进一步验证其工作原理的可行性,同时构建了机械封闭式传感器试验台,并选用NI-USB6009数据采集卡、CN-YB-40型标准扭矩传感器及Labview编程构成上位机数据采集系统对其输出信号进行数据采集和标定,从而确且的测得传动试验台的动态扭矩和转速。试验证明:该新型动态扭矩-转速传感器具有结构简单、成本低、抗干扰能力强等优点;数据采集系统具有硬件结构简单、编程方便、开发周期短、界面友好。

-6°卧床7d对平衡功能的影响

目的使用电子计算机化动态姿态平衡仪 (CDP)定量评价 - 6°卧床 7d对人体平衡功能的影响及前庭、本体感觉和视觉对人体维持平衡的贡献。方法被试者为 8名健康男性 ,分别于卧床前、起床后、恢复 4d测试感觉整合试验 (SOT)和运动控制试验 (MCT)。结果在SOT试验状态 1 (即睁眼 ,平台和视景环境固定 )、5(即闭眼 ,视景环境固定 ,平台随重心晃动而晃动 ) ,起床后平衡得分与卧床前相比有明显降低 (P <0 .0 5) ,4d后平衡得分恢复正常。在SOT试验状态 1、2 (即闭眼 ,平台和视景环境固定 )、3(即睁眼 ,平台固定 ,视景环境随重心晃动而晃动 ) ,起床后平衡策略得分与卧床前相比有明显降低 (P <0 .0 5) ,4d后恢复正常。本体感觉和视觉 ( 2 /1 ,3/1 )的依赖性起床后比卧床前明显增大 (P <0 .0 5) ,4d后恢复正常。在SOT试验状态 1、4(即睁眼 ,视景环境固定 ,平台随重心晃动而晃动 )、6(即睁眼 ,视景环境和平台都随重心晃动而晃动 ) ,起床后重心排列与卧床前相比有明显的前倾趋势 ,恢复 4d后 ,状态 1、6重心排列恢复正常 ,而状态 4未恢复。MCT试验卧床前后运动反应潜时未发现变化。结论 - 6°HD BR 7d对平衡功能有显著影响 。

-6°HDT7 d胫前肌和腓肠肌肌电图的变化

目的使用计算机化动态姿态平衡仪 (CDP ,computerizeddynamicposterographaphy)评价 - 6°HDT 7d对人体下肢胫前肌和腓肠肌肌电图影响。方法被试者为 8名健康男性 ,分别于卧床前、起床后、恢复 4d测试被试者。结果左、右腿的短潜伏期反应在起床后无明显变化 ,而中潜伏期反应及长潜伏期反应起床后比实验前明显增强 ,4d后未恢复。右腿的短反应时程起床后比实验前明显延长 ,4d后短反应时程未恢复正常。左腿的短反应及中反应曲线下面积起床后比实验前明显增大 ,4d后短反应曲线下面积恢复正常 ,而中反应曲线下面积未恢复正常。结论 - 6°HDT

21d-6°头低位卧床期间运动训练对动态姿态平衡的影响

目的探讨 2 1d - 6°头低位卧床和卧床运动训练对动态姿态平衡和控制功能的影响。方法 1 0名健康男性青年被试者分为卧床对照组和卧床训练组 ,每组 5人 ,卧床期间训练组每天进行 2次、每次 30min逐级增加负荷的头低位功率自行车训练 ;分别于卧床前和卧床后 2 1d进行了动态姿态平衡和双膝等速肌力的测试。结果与卧床前相比 ,对照组动态本体感觉得分和运动控制适应能力明显降低 ,双膝相对峰力矩明显降低 ,同时伴有绳肌与股四头肌峰力矩屈 伸比值的明显增加 ;训练组动态本体感觉得分和运动控制适应能力明显高于对照组 ,而绳肌与股四头肌峰力矩屈 伸比值无明显改变。结论 2 1d-

某铁路货运车辆疲劳与振动试验台基础的设计分析

结合工程实例,对铁路货运车辆疲劳与振动试验台的基础进行了设计分析。通过现场实测得到桩基动力特性参数,根据相关标准算出振动频率分别为3Hz、10Hz、20Hz、30Hz时基础顶面的振动位移,并与有限元分析结果进行了对比。

静态和动态测试方法在嵌入式软件中的对比研究

在数字化社会中,嵌入式软件在众多关键领域的作用显著。由于其具有复杂性,嵌入式软件的测试成为一项挑战。文章主要通过理论和实证研究比较静态与动态测试方法在嵌入式软件中的应用和效果,其中涵盖了这两种方法的定义、特性、在嵌入式软件测试中的应用以及适用场景,同时通过设计实验并收集实证数据,对这两种方法在嵌入式软件测试中的效率进行了比较,旨在帮助人们深入理解静态和动态测试方法在嵌入式软件测试中的应用,从而为未来的嵌入式软件测试提供参考和指导。

循环荷载下TDA掺量对一级道砟动力性能的影响

掺和废旧轮胎橡胶颗粒(TDA)改良道砟具有降低道砟磨耗、缓解废料处置压力、便于施工等诸多优点,是一种具有发展潜力的道床改良措施。采用动三轴试验和激光扫描方法,进行循环荷载作用下TDA掺量(体积比)对TDA一级道砟混合集料动力性能的影响及道砟颗粒几何形状变化规律的研究。结果表明:随着TDA掺量的增加,混合料试样轴向应变增加、动弹性模量降低、阻尼比增加,且道砟破碎率降低;TDA掺量为10%时,可在保证混合料动弹性模量和阻尼比满足要求的前提下,有效降低道砟颗粒破碎率;循环荷载作用下道砟主要在尖角、棱边及表面发生局部破坏,颗粒整体形状特征变化较小;与不含TDA试样相比,TDA掺量为10%试样的道砟颗粒局部特征综合系数减小16%,TDA可有效降低道砟颗粒局部破坏程度。

考虑道砟嵌入作用的有砟轨道基床表层变形行为研究

为研究有砟轨道道砟嵌入现象及其对基床表层变形行为的影响,开展以道砟碎石-基床粉土双层试样为研究对象的动三轴试验,分析道砟嵌入对基床表层变形行为的影响,探讨基于道砟嵌入指标的基床表层变形行为标准。试验结果表明,道砟嵌入使得道砟碎石-基床粉土试样的粉土表层出现道砟槽痕并发生侧向变形,同时承受动荷载的能力降低;提高动应力水平和增加粉土含水率会加剧道砟嵌入程度;道砟碎石-基床粉土试样的破坏模式可分为剪切破坏型和软化破坏型;基床粉土含水率较低时,道砟碎石-基床粉土试样整体变形主要源于道砟和粉土的压缩变形,而当粉土含水率较高时,道砟嵌入引起的轴向和侧向变形则较为显著;当粉土处于最优含水率时,道砟嵌入速率为2.9×10^(-5) mm/s时道砟碎石-基床粉土试样达到塑性安定极限,而当粉土处于天然含水率和饱和含水率时,塑性安定极限对应的道砟嵌入速率则为1.4×10^(-4) mm/s。

顺倾层状碎裂结构岩质边坡地震动力响应及破坏模式分析

顺倾层状边坡沿软弱带剪切方式破坏是滑坡的主要类型之一。采用块体砌筑斜坡振动台模型,在多维多参数地震动作用下,考虑斜坡不同工况下力学参数弱化的过程,研究了层状碎裂结构岩质边坡的地震动力响应和失稳破坏模式。结果表明:斜坡地震动特性和斜坡地质结构是决定斜坡地震动力稳定性以及破坏模式的决定因素;斜坡水平动力响应具有明显的高程和坡表放大效应,高程对斜坡的垂直动力响应影响较小,地震动放大效应与结构面力学强度、地震波波形、频谱特性等均有一定的关系,正弦波较天然波对坡体放大效应影响更为显著;坡体裂纹依托优势结构面在最弱部位起裂萌生扩展,并向节理面追踪形成蠕滑段和锁固段,节理面强度参数在外界地质营力作用下发生弱化,使潜在滑带出现由后缘向前端搭接贯通的前进式破坏模式和由前端向后缘的后退式破坏模式的分化,滑体也由高位剪出向溃散破坏演变。

地震作用下含软弱夹层顺层岩质斜坡动力响应的试验研究

以青藏高原金沙江流域下归洼滑坡为原型,开展了含软弱夹层的顺层岩质斜坡振动台模型试验,基于斜坡峰值加速度PGA的放大系数和Hibert-Huang变换(Hibert-Huangtransform,简称HHT)时频特征分析地震作用下含软弱夹层顺层岩质斜坡动力响应规律。试验结果表明:斜坡在地震作用下表现出明显“高程效应”和“趋表效应”,PGA在坡表距离坡底1/4高度处、坡顶、软弱夹层处较大。随着输入地震动强度的增加,斜坡刚度逐渐降低,自振频率逐渐减小。当输入波幅值达到0.7g之后,斜坡发生开裂和结构变形。输入波幅值相同的情况下,PGA放大系数与高程呈正相关,同一测点随着输入波幅值增加,放大系数逐渐下降,不同输入波的类型和时间压缩比对斜坡动力响应影响差异较大。Hilbert谱显示,高程和软弱夹层对地震波能量有放大作用,高频部分的能量放大尤其明显。Hilbert边际谱表明,软夹层作用下高频部分的累积能量放大明显,在坡表距离坡底1/4高度处的测点能量突然增大,与加速度放大效应部分的结论类似;Hilbert边际谱显示,随着输入地震波幅值增加,高频部分和代表斜坡自振频率部分的累积能量逐渐降低,输入地震波主频部分的累积能量逐渐占据主导地位,表明斜坡逐渐损伤破坏,斜坡的模态特性逐渐消失。

某厂区红层软岩碎石土填方高能级强夯现场试验研究

某大型厂房场地的建设为大型挖填方工程,场地地层岩性以红层软岩为主,填方厚度0~60m不等。为分析不同高能级的强夯处理对红层软岩碎石土地基的加固效果,现采用15000kN·m、12000kN·m、8000kN·m三个强夯能级对碎石土填方地基进行现场试验,强夯处理后,分别进行了平板载荷试验、动力触探试验、地震波检测、多道瞬态面波测试等试验,分析强夯加固前后地基土物理力学性质的变化规律,评价高能级强夯处理该地区碎石土高填方的效果。结果表明15000kN·m和8000kN·m能级强夯对于填土加固效果较好,12000kN·m能级强夯对于填土加固效果较差,原因是12000kN·m能级的试夯区域细粒土含量较多且含水率较高,并对红层软岩对强夯效果的影响因素进行了分析,可为类似填方场地地基处理提供借鉴。

交通荷载下红层土石混填路基沉降特性研究

红层土石混填路基已广泛应用于西南地区线路建设。为弄清交通动荷载幅值与频率、含石量及车速对路基沉降的影响,以马边至昭觉段公路工程中的红层路基填料作为研究对象,开展室内模型试验与数值模拟。研究表明:红层土石混填路基沉降与荷载幅值呈正相关,与荷载频率呈负相关;以6秒为节点可将路基最大沉降分为大幅变化阶段与动态稳定阶段;路基沉降随含石量增大而减小,路基含石量由32.5%提升至45.5%时,沉降减少36.0%;车速对路基沉降影响具有随机性。