Mechanical responses of anchoring structure under triaxial cyclic loading

Dynamic load on anchoring structures(AS)within deep roadways can result in cumulative damage and failure.This study develops an experimental device designed to test AS under triaxial loads.The device enables the investigation of the mechanical response,failure mode,instability assessment criteria,and anchorage effect of AS subjected to combined cyclic dynamic-static triaxial stress paths.The results show that the peak bearing strength is positively correlated with the anchoring matrix strength,anchorage length,and edgewise compressive strength.The bearing capacity decreases significantly when the anchorage direction is severely inclined.The free face failure modes are typically transverse cracking,concave fracturing,V-shaped slipping and detachment,and spallation detachment.Besides,when the anchoring matrix strength and the anchorage length decrease while the edgewise compressive strength,loading rate,and anchorage inclination angle increase,the failure intensity rises.Instability is determined by a negative tangent modulus of the displacement-strength curve or the continued deformation increase against the general downward trend.Under cyclic loads,the driving force that breaks the rock mass along the normal vector and the rigidity of the AS are the two factors that determine roadway stability.Finally,a control measure for surrounding rock stability is proposed to reduce the internal driving force via a pressure relief method and improve the rigidity of the AS by full-length anchorage and grouting modification.

Experimental Studies on Cyclic Shear Behavior of Steel-Clay Interface Under Constant Normal Load

The degradation of the shear stress between pile-clay interface caused by undrained cyclic jacking affects the jacking force.A series of large displacement monotonic shear,cyclic shear and post-cyclic monotonic steel plate-clay interface shear te sts were performed under the constant normal load(CNL)condition to inve stigate the effects of normal stre ss,cyclic amplitude,and number of cycles on a steel plate-clay interface using the GDS multi-function interface shear tester.Based on the experimental results,in monotonic shear tests,change of shear stress took place in the specimen,the shear stress rapidly reached the peak value at shear displacement of 1 mm,and then abruptly decreased to the residual value.In cyclic shear te sts,accumulated displacement was a better parameter to describe the soil degradation characteristics,and the degradation degree of shear stress became greater with the increasing of normal stress and accumulated displacement.Shear stress in post-cyclic monotonic shear tests did not generate a peak value and was lower than that in monotonic shear tests under the same normal stress.The soil was completely disturbed and reached the residual strength when the cumulative displacement approached 6 m.An empirical equation to evaluate shear stress degradation mechanism was formulated and the procedure of parameter identification was presented.

GNSS-R外辐射源雷达微弱目标回波盲检测方法

针对传统全球导航卫星系统反射(global navigation satellite system-reflected, GNSS-R)外辐射源雷达系统所采用的双通道配置结构在信号处理上运算量较大且在工程实现上硬件成本较高的问题,提出一种基于高阶循环累积量的单通道GNSS-R外辐射源雷达微弱目标回波盲检测方法。利用主成分分析方法将强直达波信号从单通道接收的混合信号中抽取出来;通过直达波信号的高阶循环频率估计出微弱回波信号的高阶循环频率;基于微弱回波信号高阶循环频率与其他信号不同的特性将其从单通道混合信号中提取出来,通过匹配滤波实现目标检测。实验结果表明,所提方法在没有先验信息的情况下能有效提取出微弱目标的回波信号,且与传统二维匹配滤波目标检测方法相比有更好的目标检测性能。

循环冲击作用下冻融红砂岩动力学特性与损伤机理

为探索循环动力扰动作用下冻融岩体的强度和变形特性及损伤机理,开展了两种冲击气压下冻融红砂岩的循环冲击试验,研究了循环冲击次数和冻融次数对应力波传播、动态应力-应变曲线、峰值应力和峰值应变的影响规律;基于Lemaitre应变等效原理,提出了能够综合考虑循环冲击和冻融影响的累积损伤因子的计算方法,分析了冻融和循环冲击作用后红砂岩的微观结构特征。结果表明:循环冲击荷载下不同冻融次数处理后的红砂岩试样均呈拉伸破坏模式;红砂岩试样可承受的循环冲击次数与冻融次数呈负相关,冻融75次后试样在首次冲击后即达到破坏状态;循环冲击次数主要影响透射波的起跳点、峰值点对应的横坐标和振幅以及反射波的振幅,而冻融循环次数对第一次冲击时透射波的起跳点、峰值点对应的横坐标和振幅影响较大;红砂岩试样累积损伤因子与动态峰值应力呈现较好的负相关变化规律;冻融和循环冲击复合作用后红砂岩内部裂纹沿颗粒边界扩展且与孔洞连接形成较为复杂的网络。

重塑黄土的往返加卸载真三轴试验研究

针对不同应力路径往返加卸载条件下黄土累积塑性应变发展特性,以重塑黄土为研究对象,利用真三轴仪开展不同应力路径的往返加卸载试验研究,探究不同应力路径、应力幅值下黄土的循环应力时程曲线、滞回曲线、骨干曲线及累积塑性应变曲线的影响规律。揭示了应力路径对重塑黄土力学特性的影响,描述了各主应力与中主应力比b和应力幅值的相关性,提出了重塑黄土的滞回曲线近似呈椭圆形,长轴斜率随中主应力比b值的增大而增大,随应力幅值的增大而减小;随着中主应力比b值的增大,循环应力-应变骨干曲线随之硬化,累积塑性应变曲线依次降低,且累积塑性应变发展更早的进入平缓阶段,为解决相关黄土工程问题提供了参考。

列车荷载作用下压实花岗岩残积土累积变形特性试验研究

为研究列车荷载作用下应力及湿化条件对压实花岗岩残积土累积变形特性的影响,以围压、动应力幅值、含水率为变量,对压实花岗岩残积土进行循环空心扭剪和循环定向加载试验。结果表明:循环扭剪应力路径下主应力轴旋转效应增加了试样的累积变形量,甚至改变了累积变形的发展模式,该影响程度随试样含水率的增大而增大;试样的累积应变发展速率在加载初期(N<100)时完成大幅度衰减,围压增大可加快累积应变发展速率的衰减,动应力幅值的增加会延长累积应变发展速率的衰减时间,循环扭剪加载时试样的累积应变发展速率衰减程度小于循环定向加载试验,含水率越高该效应越显著。通过预测模型能够对两种动力加载应力路径下的稳定型和发展型累积应变发展曲线能够进行拟合,对压实花岗岩残积土的累积变形作出较好预测。

循环载荷作用下简支梁的损伤演化及刚度分析

基于非线性疲劳累积损伤演化模型和连续损伤理论,考虑损伤产生的阈值应变,建立了疲劳累积损伤是由当前应变状态和加载次数共同影响的损伤模型,通过实验数据确定疲劳累积损伤演化模型参数,验证了模型的合理性。利用ABAQUS软件实现了与加载次数和变形相关的疲劳累积的损伤演化模拟,并且对简支梁进行了三点弯曲疲劳仿真计算;考虑损伤沿着损伤层厚度方向线性分布的情况下,分别对含有单边损伤和双边损伤梁的弯曲刚度进行了研究。

基于状态演化模型的高铁路基动力累积沉降变形预测研究

长期循环荷载作用下高铁路基会出现累积沉降变形,对轨道平顺性、列车运行的舒适性与安全性等产生不利影响。为预测高铁路基累积沉降变形,基于考虑颗粒材料系统流动性及历史应变的状态演化模型,采用有限差分法进行求解,得到预测长期循环荷载作用下路基累积变形的计算方法。开展分级荷载及长期循环荷载作用下的路基累积沉降变形缩比尺模型试验,对试验结果进行分析,并验证状态演化模型预测路基累积变形的合理性;提出三阶段拟合法,通过0~10000 s循环荷载作用下的路基累积变形试验数据拟合得到模型的关键参数,并对10000~25000 s的路基累积变形进行预测;最后深入分析初始状态模量、特征应变和特征参数对计算结果的影响。研究结果表明:路基累积沉降变形达到稳定值所需的时间随着荷载幅值的增加而增加;状态变量与荷载大小密切相关,随着荷载增大而增大;初始状态变量、特征应变及特征参数越大,路基的流动性及累积应变速率越大。所提方法可以很好地反映分级荷载及循环荷载下路基的累积变形,实现通过现有数据对路基未来累积沉降变形进行有效预测,为长期循环荷载作用引起的高铁路基累积沉降变形提供了实用的预测方法。研究结果可为高铁路基设计及变形控制提供参考,具有较高的实用价值和工程意义。

寒区铁路冻结粗粒土填料长期变形特性研究

振动列车荷载长期循环往复作用下土体产生的变形存在一定程度的应变累积,依托某寒区铁路,开展不同温度下冻结粗粒土填料长期动三轴试验,探究填料长期变形、弹性模量和阻尼比的变化规律,并对试样累积塑性变形进行安定性分析,将累积塑性变形划分为三种不同的状态。在黏弹性模型的基础上串联塑性弹簧提出一种计算应力-应变关系的简化方法。研究结果表明:温度越低,动弹性模量越高,阻尼比越低。在动应力水平较低时,土体处在塑性安定阶段,累积塑性变形随振动次数的增加趋于稳定,动弹性模量略有增加,阻尼比则逐渐减小;当动应力水平超过塑性蠕变界限时,土体刚度迅速降低,累积塑性变形急剧增加,试样呈现破坏的趋势;当动应力水平处于塑性安定和塑性蠕变界限之间时,累积塑性变形虽然增加,但仍然处在可控范围。提出的弹塑性模型可以很好地描述冻结粗粒土填料的滞回特性和累积塑性变形规律。研究成果可为高速铁路路基填料长期动力性能的分析提供有益参考。

基于多特征融合的MIMO-OFDM系统单-混信号调制识别算法

为解决非协作通信中多输入多输出正交频分复用(multiple-input multiple-output orthogonal frequency division multiplexing, MIMO-OFDM)系统的单-混信号调制识别问题,提出一种基于多特征融合和决策融合的调制识别方法。首先,利用特征矩阵的联合近似对角化(joint approximate diagonalization of eigenvalue matrix, JADE)算法从接收端恢复发送信号;然后,提取恢复后信号的四次方谱、循环谱和高阶累积量作为输入样本,利用多特征融合网络对输入样本进行训练;最后,使用决策融合策略根据每条支路输出得到最终判决结果。仿真实验结果表明,所提方法可以对MIMO-OFDM系统中的7种信号进行有效识别,在信噪比为10 dB时识别精度可达99.4%。

陆地风电空心锥形基础水平循环承载特性研究

通过开展砂土中等幅值和变幅值循环加载模型试验,针对空心锥形基础累积位移、转角和水平刚度进行研究。等幅值加载过程中,空心锥形基础沿加载方向减速移动,最终达到稳定状态;基础尺寸和荷载幅值对累积水平位移和转角影响显著,当荷载幅值δ_(b)为0.2和0.5时,位移量和倾角随底板直径的增大而增大,而当δ_(b)为0.8时,位移量和倾角随底板直径的增大先减小后增大;当δ_(b)为0.2、0.5和0.8时,水平刚度随底板直径的增大分别降低39%、59.7%、43.9%。变幅值加载过程中,空心锥形基础在幅值逐级增加时沿加载方向加速移动,水平刚度随基础底板直径的增大先增大后减小,在幅值逐级递减时沿加载方向减速移动,水平刚度随基础底板直径的增大先减小后增大;位移量和倾角在幅值逐级递增时最大,逐级递减次之,等幅值加载最小。通过对无量纲化累积转角拟合,提出等幅值累积转角计算公式,经验证,计算公式与模型试验结果吻合较好。

公路运输过程中固体火箭发动机药柱的累积损伤评估方法

对公路运输过程中固体火箭发动机药柱的累积损伤进行研究,开展了丁羟(HTPB)推进剂定应力往复拉伸试验,对其疲劳特性曲线进行了拟合和分析;通过处理装备运输试验的功率谱密度数据得到了公路运输过程中HTPB推进剂药柱振动加速度载荷谱,建立了固体火箭发动机三维有限元计算模型,对药柱的应力响应进行仿真计算,通过雨流计数法统计得到循环载荷情况;基于Miner线性累积损伤模型,对公路运输过程中HTPB推进剂药柱进行累积损伤计算与评估。结果表明,在运输过程中,HTPB推进剂药柱的最大应力为0.021 MPa,最大应变为0.031,最大位移为19.320 mm,均处在前人工脱粘层部位;经4000 km公路运输后,HTPB推进剂药柱前人工脱粘层根部处损伤最大,损伤为0.080;药柱内孔处损伤最小,损伤为0.044。

历史视角下分析我国区域经济非均衡增长

区域经济非均衡增长是经济社会发展中必然存在的问题。然而,由于历史的特殊性,我国区域经济的发展呈现出了更加复杂的局面。文章通过重点回顾中华人民共和国成立以来不同历史时期实施的区域经济发展政策,从历史发展中总结经验教训,并分析当前出现的新困境,以期为解决当前区域经济发展不平衡问题提供参考意见。

Dynamic behaviour of weathered red mudstone in Sichuan(China)under triaxial cyclic loading

The construction of a high-speed railway(HSR) in Southwest China is being hindered by a severe shortage of high-quality subgrade materials. However, red mudstone is widely distributed in the Sichuan Basin of China. The ability to use weathered red mudstone(WRM) to fill subgrade beds by controlling its critical stress and cumulative strain would enable substantial savings in project investments and mitigate damage to the ecological environment. To better understand the dynamic behaviour of WRM, both monotonic and cyclic triaxial tests were performed. The evolution of the cumulative strain vs. increased loading cycles was measured. The influences of confining pressure and loading cycles on the dynamic modulus, damping ratio, critical cyclic stress ratio(CSR), and dynamic stress level(DSL) were investigated. The relationship between the CSR and loading cycles under different failure strain criteria(0.1%-1.0%) was analysed. The prediction model of cumulative strain was also evaluated. The results indicated that the shear strength of WRM sufficiently meets the static strength requirements of subgrade. The critical dynamic stress of WRM can thus satisfy the dynamic stress-bearing requirement of the HSR subgrade. The critical CSR decreases and displays a power function with increasing confining pressure. As the confining pressure increases, the DSL remains relatively stable, ranging between 0.153 and 0.163. Furthermore, the relationship between the dynamic strength and loading cycles required to cause failure was established. Finally, a newly developed model for determining cumulative strain was established. A prediction exercise showed that the model is in good agreement with the experimental data.

Joint estimation of DOA, frequency, and polarization based on cumulants and UCA

A joint estimation algorithm of direction of arrival （DOA）, frequency, and polarization, based on fourth-order cumulants and uniform circular array （UCA） of trimmed vector sensors is presented for narrowband non-Gaussian signals. The proposed approach, which is suitable for applications in arbitrary Gaussian noise environments, gives a closed-form representation of the estimated parameters, without spectral peak searching. An efficient method is also provided for elimination of cyclic phase ambiguities. Simulations are presented to show the performance of the algorithm.

Effect of microvoids on microplasticity behavior of dual-phase titanium alloy under high cyclic loading(Ⅰ):Crystal plasticity analysis

A crystal plasticity finite element(CPFE)model was established and 2D simulations were carried out to study the relationship between microvoids and the microplasticity deformation behavior of the dual-phase titanium alloy under high cyclic loading.Results show that geometrically necessary dislocations(GND)tend to accumulate around the microvoids,leading to an increment of average GND density.The influence of curvature in the tip plastic zone(TPZ)on GND density is greater than that of the size of the microvoid.As the curvature in TPZ and the size of the microvoid increase,the cumulative shear strain(CSS)in the primaryα,secondaryα,andβphases increases.Shear deformation in the prismatic slip system is dominant in the primaryαphase.As the distance between the microvoids increases,the interactive influence of the microvoids on the cumulative shear strain decreases.

Fatigue behavior and cumulative damage rule of concrete under cycli ccompression with constant confined stress

The effects of different lateral confinement stress on the fatigue behavior and cumulative damage of plain concrete were investigated experimentally. Eighty 100mm×100mm×100mm specimens of ordinary strength concrete were tested with constant-or variable-amplitude cyclic compression and lateral confinement pressure in two orthogonal directions. A fatigue equation was gained by modifying the classical Aas-Jakobsen S-N equation and used for taking into account the effect of the confined stress on fatigue strength of plain concrete. The present study indicates that the fatigue failure is greatly influenced by the sequence of applied variable-amplitude fatigue loading, and Miner’s rule is inapplicable to predict the residual fatigue life, especially in the sequence of low to high. The present research also shows that the exponent d of the Corten-Dolan’s damage formula is a constant depending on the materials and the levels of load spectrum, and d can be determined through the two-stage fatigue tests. The residual fatigue lives predicted by Corten-Dolan’s damage formula are found to be in good agreement with the results of the experiments.

Experimental Study on Performance of Plain Concrete Due to Triaxial Variable-Amplitude Tension-Compression Cyclic Loading

An experimental study on performance of plain concrete under triaxial constant-amplitude and variable amplitude tension- compression cyclic loadings was carded out. The low level of the cyclic stress is 0. 2f and the upper level ranges between 0. 20f and 0. 55f., while the constant lateral pressure is 0. 3 f . The specimen failure mode, the three-stage evolution rule of the longitudinal strains and the damage evolution law under cyclic loading were analyzed. Furthermore, Miner＇s rule is proved not to be applicable to the cyclic loading conditions, hereby, a nonlinear cumulative damage model was established. Based on the model the remaining fatigue life was evaluated. The comparison whh the experiment resuhs shaws that the model is of better precision and applicability.

Resolution performance analysis of cumulants-based rank reduction estimator in presence of unexpected modeling errors

Compared to the rank reduction estimator （RARE） based on second-order statistics （called SOS-RARE）, the RARE employing fourth-order cumulants （referred to as FOC-RARE） is capable of dealing with more sources and mitigating the negative influences of the Gaussian colored noise. However, in the presence of unexpected modeling errors, the resolution behavior of the FOC-RARE also deteriorate significantly as SOS-RARE, even for a known array covariance matrix. For this reason, the angle resolution capability of the FOC-RARE was theoretically analyzed. Firstly, the explicit formula for the mathematical expectation of the FOC-RARE spatial spectrum was derived through the second-order perturbation analysis method. Then, with the assumption that the unexpected modeling errors were drawn from complex circular Gaussian distribution, the theoretical formulas for the angle resolution probability of the FOC-RARE were presented. Numerical experiments validate our analytical results and demonstrate that the FOC-RARE has higher robustness to the unexpected modeling en＇ors than that of the SOS-RARE from the resolution point of view.

循环荷载作用下昆明泥炭质土累积变形试验研究

通过DDS-70型动三轴试验对昆明泥炭质土在不同动应力幅值、固结比、围压和加载频率条件下的累积变形进行研究。研究结果表明:泥炭质土累积变形总体发展规律与一般软黏土的变形总体发展规律相同,即当动应力幅值越大、围压和加载频率越小时,累积变形越大,发展越快。当固结比K_c≤1.50时,累积变形随固结比增大而增大。泥炭质土的累积变形发展模式主要由动应力幅值和固结比共同决定,是外部动荷载和地基土静偏应力水平的综合反映。相比于一般软黏土,泥炭质土的初期累积变形增长速度更快,且达到累积变形破坏时的临界动应力小得多,泥炭质土的累积变形破坏更具有易发性和突发性。对于下卧土层为泥炭质土的地铁工程,当K_c≤1.50,且动应力σ_d≥60 kPa时,泥炭质土累积变形为破坏发散型,为保证其长期服役性能,应避免使泥炭质土处于这种不利的受力状态。