TWIP钢的动态力学性能及变形机制研究

利用Zwick/Roell Z100万能材料试验机和Hopkinson拉杆对TWIP钢进行了准静态及动态力学性能的研究。基于力学实验结果,修正了Johnson-Cook动态本构模型中应变硬化项以及应变强化项。采用X射线衍射(XRD)、扫描电镜(SEM)、电子背散射衍射(EBSD)技术对TWIP钢拉伸变形前后的组织进行了观察与分析。结果表明：TWIP钢在准静态加载下表现为负应变率敏感性,动态加载时表现为正应变率敏感性。拉伸过程中,孪生诱发塑性是TWIP钢的主要变形机制,同时滑移也起到重要作用;动态加载下TWIP钢中形变孪晶的起始应变和孪晶体积分数均小于准静态加载过程;形变孪晶的生成以及孪晶相互作用导致的晶粒细化,使TWIP钢兼具高强度、高塑性及高动态吸能性能,在抗冲击、抗爆领域具有广泛的应用前景。     

Fe-4Mn-1.5Al-0.5Si-0.2C-0.05Nb中锰钢的热变形行为研究

针对较高Mn含量会导致中锰钢成本提高、出现偏析而限制其应用的问题,设计了一种能够满足1 000 MPa级别性能要求(抗拉强度R_m>1 000 MPa,总伸长率A>30%)的中锰钢,其成分为Fe-4Mn-1.5Al-0.5Si-0.2C-0.05Nb。通过绘制实验钢在不同应变速率和变形温度下的真应力-真应变曲线,并结合组织观察,研究了实验钢的热变形行为,尤其是应变速率和变形温度对实验钢热变形行为的影响规律,并最终获得了实验钢的动态再结晶图和本构方程。结果表明：变形温度的降低和应变速率的提高均会抑制动态再结晶的发生;低应变速率(0.1 s^-1)下的所有样品均会发生完全动态再结晶;中应变速率(1 s^-1)下,变形温度为800℃的样品只发生部分动态再结晶;高应变速率(10 s^-1)下,不发生完全动态再结晶的变形温度扩大至800～950℃;实验钢的本构方程为■。动态再结晶图和本构方程的确定对实际生产中轧制工艺的设计、得到具备优良性能的特定类型的微观组织具有重要意义。     

ZL270LF铝合金的热变形行为与组织演变

通过热压缩实验研究了ZL270LF铝合金在变形量为70%,温度为300~550 ℃,应变速率为 0.01~10 s^-1范围的热变形行为,建立了流变应力本构方程模型,绘制出了二维热加工图,确定了最佳热加工区域,采用电子背散射衍射（EBSD）和透射电子显微镜（TEM）技术研究了该合金的组织演变规律。结果表明：ZL270LF铝合金的流变应力随变形温度的升高和应变速率的降低而降低,热变形激活能为309.05 kJ/mol,最优热加工区为温度470~530 ℃、应变速率为0.01~1 s^-1。该合金在热变形过程中存在3种不同的DRX机制,即连续动态再结晶（CDRX）、不连续动态再结晶（DDRX）和几何动态再结晶（GDRX）,其中CDRX是ZL270LF铝合金动态再结晶的主要机制。     

Pd-20W合金的热压缩变形行为和显微组织

采用Gleeble-3500热模拟试验机对Pd-20W合金进行热压缩试验,研究了合金在变形温度1000~1200 ℃、应变速率0.001~1.000 s^-1条件下的流变应力以及变形过程中的显微组织。结果表明,合金的流变应力在变形初期随着真应变的增大快速上升,出现峰值应力后逐渐下降并达到稳态或略有下降。该合金热压缩变形的流变应力行为可用Zener-hollomon参数来描述,拟合计算得到了该材料的形变激活能等参数,获得流变应力的本构方程。热压缩变形后合金组织呈现一定程度的协同变形特征,晶界动态再结晶趋势增强,合金的主要软化机制为动态再结晶,表现出典型的应变诱发晶界形核机制特点。     

Experimental and analytical investigation on seismic behavior of Q690 circular high‐strength concrete‐filled thin‐walled steel tubular columns

This paper proposed a new Q690 circular high‐strength concrete‐filled thin‐walled steel tubular (HCFTST) column comprising an ultrahigh‐strength steel tube (yield strength f_y ≥ 690 MPa). A quasi‐static cyclic loading test was conducted to examine the seismic behavior, and the obtained lateral load‐displacement hysteresis curves, skeleton curves, and ductility were analyzed in detail. Then, a numerical model based on a nonlinear fiber beam‐column element incorporating the modified uniaxial cyclic constitutive laws for concrete and steel was developed mainly to predict the seismic behavior of the tested Q690 circular HCFTST columns. The effects of the concrete cylinder compressive strength (f_c), steel yield strength (f_y), axial compression ratio (n), and diameter‐to‐thickness (D/t) ratio on the seismic behavior were investigated through a parametric study. Finally, a simplified hysteretic model incorporating the moment‐resisting capacity and deterioration of the unloading stiffness in addition to a normalized skeleton curve and hysteretic criterion was established. The results indicate the following: the proposed Q690 circular HCFTST columns can display reasonable hysteretic behaviors to some extent; the use of high‐strength steel can lead to a significantly larger elasto‐plastic deformation capacity and delay the appearance of post‐peak behavior, even if a lower ductility capacity is provided; moderately loosening the limitations on the D/t ratio can also result in ideal hysteretic behaviors; and the established numerical model and simplified hysteretic model can satisfactorily predict the experimentally observed load‐displacement hysteretic curves, including the deterioration of the strength and stiffness and can, thus, offer design references for the elasto‐plastic analysis of circular HCFTST columns.     

The conditional mean spectra by disaggregating the eta spectral shape indicator

Conditional spectra are a recent development in this field, which utilizes the advantages of spectral shape indicators, for example, epsilon and eta. The application of an eta indicator in conditional spectra calculations depends mainly on calculating the peak ground velocity epsilon, data about which are not readily available in the current literature. This issue has been solved by linear regression between the conventional epsilon and the peak ground velocity epsilon. However, not enough attention has been paid in the literature to the disaggregation of the eta indicator. For this reason, the disaggregation of seismic hazard based on the use of an eta indicator has been investigated in this paper, based on a simplified linear seismic source. The obtained results were compared with the available approach in the literature, which shows that this refinement has a meaningful effect on the conditional spectra specifically in the short period range. Furthermore, eta‐based conditional spectra are used at different hazard levels to select ground‐motion records. A three‐storeyed building is then analysed, and the corresponding annual probability of failure is calculated based on the full dataset as well as on the records, which were selected based on conditional spectra.     

田下凝灰岩应力松弛特性及数值模拟研究

岩石应力松弛特性是预测地下工程长期稳定性的重要基础。首先,对峰前、峰值和峰后区域应变水平下田下凝灰岩进行分别加载应力松弛试验,研究松弛过程中应力变化规律,并分析了应力松弛水平随应变水平的变化规律;其次;对田下凝灰岩进行分级加载应力松弛试验,研究分级加载条件下应力的变化规律,试验结果表明,分级加载和分别加载应力松弛具有相同的规律,且峰值处、峰值后的应力松弛特与峰值前的基本相似;最后,利用基于弹簧模型的可变模量本构方程对田下凝灰岩应力松弛试验进行数值模拟,试验结果与计算结果一致性很好,表明该本构方程可以较好的描述田下凝灰岩的应力松弛特性,可以预测工程流变破坏寿命。     

坝基不同倾角软弱夹层的破坏模式及D-C模型参数研究

坝基岩体中的软弱夹层对抗滑稳定影响重大,因此对其破坏模式及本构模型参数的研究具有重要意义。采用软弱夹层重塑样进行三轴压缩试验,下部未泥化部分采用泥化部分土掺入20%水泥代替,上部采用泥化部分土制样,泥化部分与未泥化部分交界面分别制成0°,30°,45°,60°倾斜面并作粗糙处理模拟实际界面特性。试验结果表明:含不同倾角结构面的软弱夹层试样临界角范围为58.3°～61.7°,当结构面倾角介于临界角范围之内时,软弱夹层试样沿结构面破坏,当结构面倾角位于临界角范围之外时,软弱夹层试样在上部泥化部分土中破坏;对软弱夹层试样三轴试验ε((σ_1-σ_3))–ε_1关系曲线进行线性拟合,结果表明,随围压增加,试样初始切线模量及极限破坏强度均增加,根据试验结果得出了相应的D-C模型参数并将其应用于坝基抗滑设计中,取得了良好效果。本研究成果对坝基软弱夹层的抗滑设计及同类软弱夹层工程性质的研究具有一定参考价值。     

考虑屈曲影响的钢筋滞回本构模型

钢筋在拉压循环荷载作用下,会产生受压屈曲现象,其应力-应变曲线呈现受压应力软化效应,传统的钢筋滞回本构模型无法对其进行描述。在Bouc-Wen模型基础上进行修正,引入屈服后刚度比调整公式,建立考虑屈曲影响的钢筋滞回本构模型,并结合Newton-Raphson迭代法给出模型详细计算流程,该模型能够同时描述刚度退化、强度退化以及受压应力软化效应等钢筋滞回特性。模型滞回特性由7个基本参数进行控制,根据所收集的钢筋单轴拉压循环试验数据,采用遗传算法对其进行参数识别。之后考虑钢筋长细比、屈服强度以及强屈比的影响,对参数识别结果进行拟合,给出各控制参数计算公式。最后通过与试验结果进行对比,验证了所提模型的有效性。