Stress characteristics of surrounding rocks for inner water exosmosis in high-pressure hydraulic tunnels

Seepage and stress redistribution are the main factors affecting the stability of surrounding rock in high-pressure hydraulic tunnels.In this work,the effects of the seepage field were firstly simplified as a seepage factor acting on the stress field,and the equilibrium equation of high pressure inner water exosmosis was established based on physical theory.Then,the plane strain theory was used to solve the problem of elasticity,and the analytic expression of surrounding rock stress was obtained.On the basis of criterion of Norway,the influences of seepage,pore water pressure and buried depth on the characteristics of the stress distribution of surrounding rocks were studied.The analyses show that the first water-filling plays a decisive role in the stability of the surrounding rock; the influence of seepage on the stress field around the tunnel is the greatest,and the change of the seepage factor is approximately consistent with the logarithm divergence.With the effects of the rock pore water pressure,the circumferential stress shows the exchange between large and small,but the radial stress does not.Increasing the buried depth can enhance the arching effect of the surrounding rock,thus improving the stability.

Safety estimation of high-pressure hydraulic cylinder using FSI method

Hydraulic cylinder is a primary component of the hydraulic valve systems.The numerical study of hydraulic cylinder to evaluate the stress analysis,the life assessment and the performance of operation characteristics in hydraulic cylinder were described.The calculation of safety factor,fatigue life,piston chamber pressure,rod chamber pressure and the change of velocity of piston with flow time after the beginning of hydraulic cylinder were incorporated.Numerical analysis was performed using the commercial CFD code,ANSYS with unsteady,dynamic mesh model,two-way FSI(fluid-structure interaction)method and k-εturbulent model.The internal pressure in hydraulic cylinder through stress analysis show higher than those of the yield strength.

Ground motion duration effect on responses of hydraulic shallow-buried tunnel under SV-waves excitations

Although intensive research of the influence of ground motion duration on structural cumulative damage has been carried out, the influence of dynamic responses in underground tunnels remains a heated debate. This study attempts to highlight the importance of the ground motion duration effect on hydraulic tunnels subjected to deep-focus earthquakes. In the study, a set of 18 recorded accelerograms with a wide-range of durations were employed. A spectrally equivalent method serves to distinguish the effect of duration from other ground motion features, and then the seismic input model was simulated using SV-wave excitation based on a viscous-spring boundary, which was verified by the time-domain waves analysis method. The nonlinear analysis results demonstrate that the risk of collapse of the hydraulic tunnel is higher under long-duration ground motion than that of short-duration ground motion of the same seismic intensity. In a low intensity earthquake, the ground motion duration has little effect on the damage energy consumption of a hydraulic tunnel lining, but in a high intensity earthquake, dissipation of the damage energy and damage index of concrete shows a nonlinear growth trend accompanied by the increase of ground motion duration, which has a great influence on the deformation and stress of hydraulic tunnels, and correlation analysis shows that the correlation coefficient is greater than 0.8. Therefore, the duration of ground motion should be taken into consideration except for its intensity and frequency content in the design of hydraulic tunnel, and evaluation of seismic risk.

Some Issues on Cement Grouting of Hydraulic Tunnel

Based on the practices of construction supervision to cement grouting at the reservoir emptying and power tunnels of the TSQ stage Ⅰ Hydropower station, some issues on quality control of cement grouting of hydraulic tunnel are discussed, and corresponding suggestions are put forward for revision of current standard (SL62-94). It is regarded that the refilling grouting could not be used for remedying the thickness of concrete lining; the end sealing of refilling grouting section should not be neglected; higher grouting pressure would be used. For the consolidation grouting, grout return pipe should be placed at the grout hole top for pure pressure type grouting; five-grade water cement ratio of grout mix is suggested; a certain standard should be specified for changing the grout to thicker mix by skipping the intermediate grade; the standard for ending the grouting should be relaxed. In current grouting standard, some terms should be complemented for contact grouting of steel penstock and spiral case and for plug grouting of circular-anchor hole.

Endurance time history analysis of the seismic behavior and performance assessment of hydro-chemo-mechanical degradation-affected hydraulic tunnels with service time

Subjected to the coupling action of multiple hazards in hydraulic engineering,hydraulic tunnels may be corroded and damaged to varying degrees during their service lives,which will decrease the seismic performance of these structures.However,the research and seismic design of significant hydraulic engineering projects focus on investigating the structural response based on the design material parameters,which may overestimate the seismic capacity of structures during their service lives.In this paper,research is performed to identify the effect of hydro-chemo-mechanical corrosion on the seismic performance of hydraulic tunnels with different burial depths.A plastic damage model of time-varying concrete degradation induced by the hydro-chemo-mechanical effect is first determined and implemented,and the endurance time acceleration records are generated in MATLAB.Then,a study of the endurance time relationship of hydro-chemomechanical corrosion-affected hydraulic tunnels,considering the fluid–structure-surrounding rock interaction systems throughout the service period,is undertaken to directly associate the structural response with the predefined evaluation index.Moreover,this research constructs 3D time-varying fragility surfaces considering the hydro-chemo-mechanical effect and seismic intensity.The results show that the relative displacement of hydro-chemo-mechanical corrosion-affected hydraulic tunnels is larger than that of nonaffected hydraulic tunnels.Hydro-chemo-mechanical effect-induced material deterioration will lead to an increase in the cumulative damage(crack)area and damage degree of hydraulic tunnels.Additionally,the seismic fragility analysis shows that the longer the service time of hydro-chemo-mechanical corrosion-affected hydraulic tunnels,the more likely they are to collapse.Hence,attention should be given to improving the aseismic capacity of hydro-chemo-mechanical corrosion-affected hydraulic tunnels in future seismic design and performance assessments.

Fractured rock mass hydraulic fracturing under hydrodynamic and hydrostatic pressure joint action

According to the stress state of the crack surface, crack rock mass can be divided into complex composite tensile-shear fracture and composite compression-shear fracture from the perspective of fracture mechanics. By studying the hydraulic fracturing effect of groundwater on rock fracture, the tangential friction force equation of hydrodynamic pressure to rock fracture is deduced. The hydraulic fracturing of hydrostatic and hydrodynamic pressure to rock fracture is investigated to derive the equation of critical pressure when the hydraulic fracturing effect occurs in the rock fracture. Then, the crack angle that is most prone to hydraulic fracturing is determined. The relationships between crack direction and both lateral pressure coefficient and friction angle of the fracture surface are analyzed. Results show that considering the joint effect of hydrodynamic and hydrostatic pressure, the critical pressure does not vary with the direction of the crack when the surrounding rock stationary lateral pressure coefficient is equal to 1.0. Under composite tensile-shear fracture, the crack parallel to the direction of the main stress is the most prone to hydraulic fracturing. Under compression-shear fracture, the hydrodynamic pressure resulting in the most dangerous crack angle varies at different lateral pressure coefficients; this pressure decreases when the friction angle of the fracture surface increases. By referring to the subway tunnel collapse case, the impact of fractured rock mass hydraulic fracturing generated by hydrostatic and hydrodynamic pressure joint action is calculated and analyzed.

Nonlinear Static and Dynamic Stiffness Characteristics of Support Hydraulic System of TBM

Full-face hard rock tunnel boring machines(TBM)are essential equipment in highway and railway tunnel engineering construction.During the tunneling process,TBM have serious vibrations,which can damage some of its key components.The support system,an important part of TBM,is one path through which vibrational energy from the cutter head is transmitted.To reduce the vibration of support systems of TBM during the excavation process,based on the structural features of the support hydraulic system,a nonlinear dynamical model of support hydraulic systems of TBM is established.The influences of the component structure parameters and operating conditions parameters on the stiffness characteristics of the support hydraulic system are analyzed.The analysis results indicate that the static stiffness of the support hydraulic system consists of an increase stage,stable stage and decrease stage.The static stiffness value increases with an increase in the clearances.The pre-compression length of the spring in the relief valve a ects the range of the stable stage of the static stiffness,and it does not a ect the static stiffness value.The dynamic stiffness of the support hydraulic system consists of a U-shape and reverse U-shape.The bottom value of the U-shape increases with the amplitude and frequency of the external force acting on the cylinder body,however,the top value of the reverse U-shape remains constant.This study instructs how to design the support hydraulic system of TBM.

In situ experimental study on TBM excavation with high-pressure water-jet-assisted rock breaking

China’s first high-pressure hydraulically coupled rock-breaking tunnel boring machine(TBM) was designed to overcome the rock breaking problems of TBM in super-hard rock geology, where high-pressure water jet system is configured, including high-flow pump sets, high-pressure rotary joint and high-pressure water jet injection device. In order to investigate the rock breaking performance of high-pressure water-jet-assisted TBM, in situ excavation tests were carried out at the Wan’anxi Water Diversion Project in Longyan, Fujian Province, China, under different water jet pressure and rotational speed. The rock-breaking performance of TBM was analyzed including penetration, cutterhead load, advance rate and field penetration index. The test results show that the adoption of high-pressure water-jet-assisted rock breaking technology can improve the boreability of rock mass, where the TBM penetration increases by 64% under the water jet pressure of 270 MPa. In addition, with the increase of the water jet pressure, the TBM penetration increases and the field penetration index decreases. The auxiliary rock-breaking effect of high-pressure water jet decreases with the increase of cutterhead rotational speed. In the case of the in situ tunneling test parameters of this study, the advance rate is the maximum when the pressure of the high-pressure water jet is 270 MPa and the cutterhead rotational speed is 6 r/min. The technical superiority of high-pressure water-jet-assisted rock breaking technology is highlighted and it provides guidance for the excavation parameter selection of high-pressure hydraulically coupled rock-breaking TBM.

超深勘察钻孔ASR法地应力测试技术应用

宝灵山隧道是某铁路先开段的重难点控制性工程,其中宝灵山DZ-06勘察钻孔深2118.00 m,是该段深度最大的控制性勘察钻孔。在钻孔的2072.53、2084.27 m深度选取合适岩心,采用ASR法(非弹性应变恢复法)开展了地应力测试,并与该钻孔采用水压致裂法获取的地应力结果进行对比,同时验证了ASR法对于估测超深钻孔的三维地应力大小和方向的实用价值。结果表明:在钻孔2072.53~2084.27 m深度范围,ASR法2个测点获取的最大主应力、中间主应力、最小主应力平均值分别为59.70、54.03、30.74 MPa,最大主应力近水平,方向近SN向,说明该区域以水平构造应力为主;ASR法的最大主应力测试结果均值与水压致裂法测试结果回归值一致性很好,最小主应力测试结果均值与水压致裂法测试结果回归值的一致性处于合理范围,两种方法的水平主应力方向测试结果基本一致。

导流洞双层进水口优化与传统进水口对比研究

为了研究导流洞双层进水口优化体型后的水力特性,并对其与传统进水口布置进行比较,基于某抽水蓄能电站导流洞的设计参数,采用Fluent软件中的VOF水动力模型进行了三维数值模拟.通过改变竖井宽度,即改变水平洞与竖井进口面积比、去除竖井以及采用常规喇叭口进水口3种方案,对双层进水口进行了比较分析.分析重点包括相对流量、水流弗劳德数、相对压强以及水头损失系数等4个方面的特性.研究结果表明:面积比的变化对双层进水口的流量分配和流速分布产生了显著影响.相比于去除竖井的水平进水口,双层进水口在增加泄流量、降低进水口水头损失方面具有明显优势.在孔流流态下,双层进水口的泄流能力已接近单独采用喇叭口泄洪洞.结果显示,双层进水口的泄流主要以竖井下泄为主.在孔流流态时,双层进水口的泄流受下游泄洪洞断面的控制.其独特优势在于能快速对导流期的水平洞进行封堵,并在运行期间迅速进行泄放洞的改建,以便尽快进入运行状态.

基于全景展开图像的水工隧洞渗水侵蚀病害快速检测方法研究

为解决水工隧洞尺寸较小、断面形式多变、洞内环境复杂、无信号覆盖给检测图像快速采集带来的难题,研制出一种无信号覆盖下图像实时传输以及适用于不同断面、尺寸下隧洞全断面采集的水工隧洞检测系统,采集重叠率和精度满足三维重建及对自主研发的衬砌展开影像生成器的要求;针对隧洞表观病害传统算法速度慢、精度低等问题,引入DenseNet主干网络和ECA注意力机制对YOLOv5检测算法进行改进,优化特征提取能力;针对单张图像识别难以反映病害整体分布、全景展开图尺寸过大网络难以捕获有效特征等问题,以全景展开图底层图像为种子点,利用方向搜索结合目标检测算法提出一种“段-环-点”的隧洞常见表观病害快速识别算法。现场应用表明:1)相比YOLOv7-tiny、YOLOv8、YOLOv9等模型,改进的YOLOv5模型在mAP和F 1上均有明显提高,可有效提升复杂背景下病害识别与边界定位精度,显著减少误检和漏检现象;2)所提技术适用于圆涵、箱涵等不同类型、尺寸的水工隧洞表观图像快速获取与全景识别,能够用于隧洞表观病害的展示和快速定位,可为病害整治措施的及时制定提供依据。

图像识别技术在水工隧洞收敛变形监测中的应用

基于图像识别技术的水工隧洞收敛变形监测技术,是实现水工隧洞全断面收敛变形简便、易操作的自动化监测的重要手段。在实践应用中,基于图像识别技术实现了靶标自动识别和位移自动测读,测量精度可控制在2 mm之内,通过试验获得了最佳靶标直径和适宜的拍摄距离参数,靶标适宜直径范围为150~250 mm,适宜拍摄距离根据洞径选择3~10 m,并结合某施工期水工隧洞工程进行实际应用,取得了良好的应用效果,可显著减少人工监测工作量,大大提高监测工作效率,研究结果可为隧洞安全监测提供重要参考和技术支撑。

穿越岩溶地区隧洞施工开挖防渗措施研究

穿越岩溶地区隧洞在施工开挖期极易遭遇涌水突泥现象,如何选择合适的防渗措施减少隧洞渗流量一直是热点问题。依托某引调水工程,建立岩溶地区复杂地层三维有限元模型,重点考虑洞顶回填混凝土、洞周注浆圈、混凝土防渗墙3种防渗措施,研究了隧洞开挖过程中孔隙水压力及隧洞渗流量的变化规律,分析了防渗墙和注浆圈渗透系数对渗流特征的影响。结果表明:在本工程中,混凝土防渗墙对隧洞孔隙水压力分布的影响非常大,防渗墙之间水位降低程度明显,而洞周注浆圈对隧洞渗流量的影响最大,施工时要保证注浆圈的质量;孔隙水压力随着与隧洞中心水平距离增加而增加,随着与隧洞中心竖直距离增加呈现先增大后减小的变化趋势;随着注浆圈或防渗墙渗透系数增加,注浆圈或防渗墙区域内的孔压增长速率逐渐降低,隧洞渗流量不断增大。

内水渗漏软化基底对盾构隧洞衬砌管片受力性能的影响分析

水工盾构隧洞在运行过程中存在内水渗漏导致基底软化的风险,基底软化将对隧洞管片受力变形产生影响。依托实际水工盾构隧洞工程,构建了由管片、灌浆体和围岩组成的三维有限元数值模型,针对Ⅴ类围岩条件下因渗漏导致基底均匀和不均匀软化的状况,研究了管片的受力性能变化规律。结果表明:在内外荷载作用下,管片的环向应力、竖向位移和定位销应力均随基底软化深度的增加而增大,均匀软化条件下仰拱管片出现峰值为1.88 MPa的拉应力,存在管片开裂风险;基底软化导致定位销应力增大,而管片竖向位移的变化幅度较小。研究成果可为水工盾构隧洞的安全运行监测提供科学依据。

30 m宽隧洞内万吨级货船拖曳通航船周水位分布特性试验研究

通航隧洞作为穿越山体的隐蔽航道,对于隧洞通航水力条件而言,水位则是影响超限性航道通航的关键因素。为探究货船在通航隧洞内拖曳航行时船周水位变化规律及由水位变化引起的航行水力特性。建立了1:40包含隧洞及隧洞顶部船舶拖曳装置物理模型试验系统,开展了不同水深工况下5级拖曳速度物理试验,重点探讨了2倍船长范围内船前后水位变化情况、影响水位波动的因素以及船舶纵倾角度变化。研究结果表明:拖曳速度的增加导致船前水位升高和船后水位下降,但在适度拖曳速度范围内(0.5~1.5 m/s),水位变化较小,提高通航的安全性;增加隧道水深可减小船前水位升高和船后水位下降的幅度,尤其在水深6~8 m范围内,水位变化较小,改善通航条件;随着拖曳速度的增加,船舶的纵倾角度增大,而随着隧道水深的增加,纵倾角度减小,适度控制拖曳速度在水深6~8 m的范围内有助于减小船体的纵倾角度,提高通航的稳定性和安全性。研究结果可为通航隧道船舶拖曳通航关键技术提供重要的参考和借鉴。

金属矿山深部硬岩矿床非爆连续采矿技术及应用

随着我国矿产资源需求的不断攀升及浅层矿产资源的日益枯竭,向深部拓展开采新的矿产资源已成为必然的趋势。首先,针对传统的凿岩爆破工艺在深部开采中面临的诸多挑战,阐述了深部硬岩矿床非爆连续采矿技术及装备。然后,以某深部硬岩矿山为例,详细介绍了非爆连续采矿技术的应用实践,并展示了所带来的积极成效,为深部硬岩矿床非爆连续开采提供案例借鉴;最后,基于实践经验,结合人工智能等前沿技术,提出了矿石制浆与水力输送技术,有望为深井矿石的提升提供一种更为高效、环保的解决方案,进一步优化和提升深部矿山的开采效率和安全性。

盾构螺机后仓门液压系统仿真控制研究

针对传统盾构螺旋输送机后仓门紧急关闭过程中液压系统流量大小不稳定及油缸和蓄能器关键参数设置不合理而易引起液压冲击,造成机械部件损伤等缺陷。提出一种带压力补偿的插装式比例流量阀控制系统流量大小。通过分析其结构组成及原理,建立了该阀AMEsim模型,并对模型仿真特性曲线进行了分析,得出其有较好的流量稳定性,控制精度高、动态响应性好,且利用仿真环境建立了螺机后仓门液压系统的AMEsim模型,分析了系统中蓄能器与液压缸的关键参数对后仓门紧急关闭的影响规律,结合该影响规律及比例流量阀的工作特性,为螺机后仓门液压系统的进一步升级改造提供理论依据。

接立面转弯隧洞的侧式出水口水力特性

对于接立面转弯隧洞的侧式出水口,立面转弯隧洞的转弯段将直接影响侧式出水口的水力特性。若立面转弯隧洞参数设计不合理,极易导致侧式出水口内部发生流动分离。选取RSM紊流模型,针对接立面转弯隧洞的侧式出水口进行数值模拟,探究立面转弯隧洞曲率半径R、弯道后直隧洞长度L及转弯角度α等参数对出水口水力特性的影响规律,并对隧洞内流动过程进行了讨论。增加立面转弯隧洞曲率半径R和弯道后直隧洞长度L能显著改善出水口的水力指标。当曲率半径R≥12 D(D为隧洞直径)、弯道后直隧洞长度L≥16 D时,侧式出水口内部无明显流动分离,拦污栅断面流速分布均匀且无反向流速区。研究成果将对抽水蓄能电站侧式进/出水口的设计提供指导。

超深埋隧洞防渗排水措施与衬砌外水压力分布规律

高外水压力是制约超深埋水工隧洞建设的关键性难题之一,以排水孔为中心的综合堵排措施是降低外水压力的主要举措。为克服传统排水孔实体单元法整体网格划分难度大和计算效率较低的问题,首先,基于ABAQUS平台开发了两节点排水孔线单元模型,并验证其在隧洞工程数值模拟分析中的正确性和有效性;其次,建立了考虑防渗排水措施的围岩-衬砌三维有限元模型,研究多种防渗排水措施下的隧洞渗流场及衬砌外水压力分布规律;最后,探讨了防渗灌浆圈与排水孔设计参数对外水压力分布的影响,提出了防渗灌浆圈与排水孔间隔布置的原则。研究结果表明:所开发的两节点排水孔线单元具有较高的精度,在排水孔数目繁多的模型中具有极高效率;排水孔数目越多、深度越大、排距越小,衬砌外水压力越低;排水孔能够有效降低衬砌的外水压力,而防渗灌浆圈降外压能力有限;在排水孔末端间隔一定厚度围岩后再施作防渗灌浆圈,可更有效发挥两者的降压作用。

基于离散裂隙网络的围岩注浆加固规律研究

基于输水隧洞裂隙围岩特征建立了二维离散裂隙网络模型,将宾汉姆流体在单一饱和裂隙中的两相流本构扩展到裂隙网络,模拟浆液在裂隙岩体中的流动扩散过程,得到不同注浆时间下注浆圈的形成范围;将注浆圈导入三维裂隙网络模型,基于水力耦合计算研究了在衬砌和注浆加固下,隧洞围岩的应力、变形与水压分布特性。结果表明:围岩注浆圈几何形态受裂隙分布特征的影响,呈各向异性分布;衬砌可有效控制围岩变形,相比无衬砌的工况隧道最大位移量减少了约50%,而注浆圈的形成可有效降低作用在衬砌上的围岩应力,缓解由外水压力引起的应力集中。本文成果可为富水岩体中隧道和地下洞室等深地工程的加固设计提供技术支撑。