半潜平台推力器失效模式下的动力定位能力分析

动力定位能力分析对于推力器选型和推力器的配置选型,以及对于一条新设计的动力定位船舶的定位能力的初步检验具有重要意义。动力定位能力分析能够得到船舶在各个艏向角抵抗环境力的能力。文章通过自主开发的程序研究了半潜平台在推力器失效模式下的定位能力,对该程序中的推力分配方法进行了详细的阐述,并对某半潜平台的动力定位能力分析验证了该程序的可行性。研究推力器失效时船舶的动力定位能力,不但可以验证船舶定位时的安全性,而且还可以为推力系统的设计提供适当的建议。     

永磁直线无刷直流电机推力波动仿真分析及削弱方法

与解析计算的方法相比,基于有限元法的电磁场数值计算在分析电机性能方面的精度更高。据此,本文引入运动电机的时步有限元法,采用APDL程序设计语言,以ANSYS有限元仿真软件为平台,通过建立不同的物理模型,将对直线电机推力波动影响最为显著的齿槽力和边端力分离开来,分别对其进行仿真分析,并根据仿真结果对改型电机的推力波动进行了优化。     

喷雾发动机性能分析

为了分析喷雾发动机的推进性能,采用双流体模型,对喷管内雾状气液两相流场进行了数值模拟,并根据计算结果及运行环境参数,求得发动机推力及推进效率.重点研究了入口压力,气相、液相质量流率,喷管半收缩角,液滴直径,船速等参数对发动机推力及推进效率的影响.结果表明:推力随人口压力、气相质量流率的增大而增大,推进效率随其增大而减小;推力及推进效率均随着液相质量流率的增大而增大,随着喷管半收缩角及液滴直径的增大而减小;当船速逐渐增大时,推力逐渐减小,推进效率却逐渐增大.     

喷水推进器推力预报的两种不同方法比较

概述了喷水推进器推力预报方法,研究了理论分析和CFD两种预报喷水推进器推力的方法.理论分析方法把喷水推进船整体分解成部件进行研究,从数学上描述了船底边界层对进流管道进口动量和动能的影响;结合经验系数建立了推力计算的函数关系式.CFD计算采用壁面积分的方法求取推力.文中所用的这两种方法的计算结果和厂商提供的推力特性曲线都能很好地吻合.文章最后比较了两种方法的优缺点.     

地铁砂卵石地层采用加泥式土压平衡盾构机的设备配置及顶推力检算

盾构设备配置是否合理是关系到工程建设成败、工程进度、工程投资的重要因素。在成都砂卵石地层中建设地铁,要求盾构设备能够实现砂卵石地层的长距离掘进、大漂石和卵石的破碎以及防止喷涌的发生。根据这些要求,阐述了某加泥式土压平衡盾构机的基本设备参数,并对其功能进行了分析,同时对设备配置中的顶推力参数进行了示例性检算。     

Experimental and Numerical Study on the Behaviors of Deep-Buried Water-Storage and Drainage Shield Tunnels北大核心CSCD

Deep-buried water-storage and drainage shield tunnels, which are different from road and subway shield tunnels in terms of computation theory, construction technology and operation maintenance, would bear high inner water pressure and large earth pressure. In view of the change of the bearing mode for the lining structure of water-storage and drainage shield tunnels, a full-ring test and numerical analysis are carried out to study the influence of inner water pressure, staggered joint assembly and bolt installation types on the behaviors of water-storage and drainage shield tunnels. The results show that the deformation of the straight-jointed water-storage and drainage shield tunnel varies greatly from the state of empty water to that of full water; and the vertical and horizontal convergence deformations of the tunnel with inner water pressure of 0.6 MPa are 2.2 times and 3.2 times of that without inner water pressure, respectively. The convergence deformation, and the maximum joint opening and bolt tension of stagger-jointed lining structure decrease by 15%-25% and 25%- 40%, respectively, compared with that of the straight-jointed water-storage and drainage shield tunnel. The bolts at the segmental joints will yield because of the increase of inner water pressure and the first occurrence of bolt yield phenomenon is located near the position on the lining structure which is under the action of maximum negative bending moment; because the failure of shield tunnel is always caused by the yield of joint bolts, this position is the weak point for the deep-buried water-storage and drainage shield tunnel. For the water-storage and drainage shield tunnel based on the connection with double rows of bolts, the bolts near the outer arc surface of segmental joints in the area of 90 degree in the vault and arch bottom can be removed; the bolts near the inner arc surface of the segmental joints within the 90 degree of the haunch must be installed, otherwise, the tensile force of the bolts at the segmental joint near the maximum negative bending moment will increase by 5%-14%. © 2018, Editorial Office of "Modern Tunnelling Technology". All right reserved.     

GIS-Based Grid Assessment Model of Shield Tunnel Conditions and Its Application北大核心CSCD

As the lack of guidancs for maintenance and repair of rail transit shield tunnels, this paper proposes a macroscopic method for grid assessment of shield tunnels. First, the tunnel serviceability index (TSI) is adopted as the tunnel condition assessment method and the results are compared with Chinese codes and the traditional fuzzy hierarchical comprehensive evaluation method. Second, based on the assumption that the factors affecting the conditions of the tunnels, such as the surrounding stratum environment, the structural overlying load and so on, are correlated spatially, the spatial variability theory is used for the grid assessment of shield tunnels. Finally, taking the Shanghai Rail Transit System as an example, the application results of the grid assessment method are described. © 2018, Editorial Office of "Modern Tunnelling Technology". All right reserved.     

Study on the Stress and Deformation Behaviors of a Deep and Irregular Foundation Pit as the Shield Launching Shaft in a Sea Reclaimed Cofferdam北大核心CSCD

With the development of the tunnel technology in China, the shield tunnel will become an important way to build the Sea-crossing channel. Taking the current largest diameter Shantou Bay shield tunnel in China as the engineering background, this paper introduces the challenges faced by the construction of the shield launching shaft in the reclamation cofferdam: e.g. deep, irregular excavation, deep silt layer and great influence of the seawater. Based on the practical conditions, a top-down construction technique of large ring beam considering two working conditions of foundation pit excavation and shield launching is proposed. Based on three-dimensional finite element analysis and field measurement, the stress characteristics and soil deformation of foundation pit are studied. The results show that the top-down construction technique of large ring beam can effectively control the deformation of the foundation pit and save construction time. © 2018, Editorial Office of "Modern Tunnelling Technology". All right reserved.     

Distribution Laws of Earth Pressure Acting on a Shield Tunnel Based on Measured Data北大核心CSCD

The earth pressure acting on a shield tunnel is intrinsically related to synchronous grouting, the position of the shield machines, the rigidity of the segment and stratum, etc. Existing theoretical formulas and empirical methods couldn′t exactly reflect the actual state of the segment of a shield tunnel during construction due to the com⁃plexities mentioned above. Based on earth pressure data measured at 52 monitoring sections in 35 tunnels, the distri⁃bution laws and influential factors are analyzed. The results show that: 1) the earth pressure scope is 0 to 400 kPa for over 90% of the total samples, but is recommended to be 0.3 to 0.4 MPa for the empirical grouting pressure; 2)the earth pressure on the segment and the buried depth approximately have an exponential relationship, with the dif⁃ference between the max. earth pressure and the stable earth pressure decreasing with an increase of the buried depth; 3) the lateral pressure coefficient range is 0.5 to 2.3, which is partially out of the scope of recommended values(0.5 to 1.0) of surrounding rock of grade Ⅵ, so it is not appropriate to follow the recommended values in the specifi⁃cation; 4) the relationship of the earth pressure and the segment/soil stiffness ratio presents a quadratic function, and the most reasonable value for the stiffness ratio of the segment/soil is 1.0; and 5) there are four typical stages of the spatial distribution of earth pressure on a segment in clay stratum—the erection stage, the grouting influence stage,the consolidation contraction stage and the recovery stage, with the distribution of the circumferential earth pressure being asymmetrical. The distribution curves of the earth and water pressure in sand and soil layers are classified as a“weak decay pulse fluctuation”and“double hump,”respectively. After stabilizing, the circumferential earth pressure is notably in a symmetrical distribution, and the water pressure exhibits a light bulb shaped distribution (large at the lower part and small at the upper part). These conclusions provide a reference for studying the mechanism of earth pressure functions and perfecting the design of segments for shield tunnelling. © 2018, Editorial Office of "Modern Tunnelling Technology". All right reserved.     

Study on Reinforcing Technology System for the Overlapped Running Shield Tunnels underneath the Track Group of High Speed Railways北大核心CSCD

The large settlements of tracks will emerge due to multiple disturbances in the construction of over- lapped shield tunnels, which affects the running safety of trains. Based on the overlapped Sungang station-Honghu station shield running tunnels of Shenzhen Metro line 7 passing underneath 26 tracks of high speed railways, a rein- forcement technology system consisting of”track support + subgrade reinforcement + interlayer soil consolidation + internal support of the lower tunnel”was developed. The settlements of tracks were mainly monitored automatically with manual monitoring as an auxiliary one. The results show that the maximum settlement of main track caused by constructing overlapped shield tunnels is -5.9 mm which is less than the control value of 10 mm, ensuring the opera- tion safety and verifying the reliability and practicability of the reinforcement technology system. © 2018, Editorial Office of "Modern Tunnelling Technology". All right reserved.