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CN115264174A - Manual pipe jacking system and method - Google Patents

Manual pipe jacking system and method Download PDF

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Publication number
CN115264174A
CN115264174A CN202210709284.6A CN202210709284A CN115264174A CN 115264174 A CN115264174 A CN 115264174A CN 202210709284 A CN202210709284 A CN 202210709284A CN 115264174 A CN115264174 A CN 115264174A
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Prior art keywords
jacking
pipe
construction
parameters
thixotropic
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Inventor
施笋
杨富强
庄晶晶
施彤
张超
张文旭
彭杉
王晓烨
付艳龙
李柏阳
任友超
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Beijing Uni Construction Group Co Ltd
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Beijing Uni Construction Group Co Ltd
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Priority to CN202210709284.6A priority Critical patent/CN115264174A/en
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    • FMECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F16ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
    • F16LPIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
    • F16L1/00Laying or reclaiming pipes; Repairing or joining pipes on or under water
    • F16L1/024Laying or reclaiming pipes on land, e.g. above the ground
    • F16L1/028Laying or reclaiming pipes on land, e.g. above the ground in the ground
    • FMECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F16ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
    • F16LPIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
    • F16L1/00Laying or reclaiming pipes; Repairing or joining pipes on or under water
    • F16L1/024Laying or reclaiming pipes on land, e.g. above the ground
    • F16L1/06Accessories therefor, e.g. anchors
    • F16L1/11Accessories therefor, e.g. anchors for the detection or protection of pipes in the ground

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

The invention relates to an artificial jacking pipe jacking system and method. The jacking system firstly adjusts the orientation of the tool pipe through the first telescopic device; then the middle pipe and the tool pipe are jacked along the direction of the tool pipe by a second telescopic device; and finally, jacking the concrete pipeline through a third telescopic device, wherein the concrete pipeline is jacked in the middle pipe, and the jacking direction of the concrete pipeline is ensured to be unchanged. The jacking system inhibits the ground settlement in a mode of injecting thixotropic slurry into the outer wall of the concrete pipeline to form a slurry sleeve. The method comprises the steps of collecting relevant data of pipe jacking construction in a construction site, establishing a mathematical model to obtain a reference value of thixotropic slurry parameters, setting multiple groups of thixotropic slurry parameters based on the reference value of the thixotropic slurry parameters to carry out test section jacking, collecting ground settlement data corresponding to each thixotropic slurry parameter, screening out thixotropic slurry parameters with the best ground settlement inhibition effect according to the ground settlement data, and using the thixotropic slurry parameters for formal pipe jacking construction.

Description

一种人工顶管顶进系统及方法A manual pipe jacking system and method

技术领域technical field

本发明涉及顶管施工技术领域,尤其涉及一种人工顶管顶进系统及方法。The invention relates to the technical field of pipe jacking construction, in particular to an artificial pipe jacking system and method.

背景技术Background technique

顶管法作为一种不开槽施工方法,其最大的优越性在于采用不开槽的暗挖方式,这对交通繁忙、人口密集、地面建筑物众多、地下构筑物和管线复杂的城市管道施工来说具有无可比拟的优点,得到越来越广泛地应用。As a construction method without slotting, the biggest advantage of the pipe jacking method is that it adopts the method of underground excavation without slotting. Said to have incomparable advantages, has been more and more widely used.

但是作为一种地下开挖方法,顶管施工也不可避免地会对管道周围的土体产生扰动,甚至会引起过大的地面沉降;且要使建成后的管道沿设计路线延伸,就必须保证顶管掘进过程中位置、角度等准确性。However, as an underground excavation method, pipe jacking construction will inevitably disturb the soil around the pipeline, and even cause excessive ground subsidence; Accuracy of position and angle during pipe jacking.

在顶管法广泛应用的今天,顶管施工控制技术的发展使得当我们在长距离、大管径以及一些复杂的地质结构的高难度顶管施工能够顺利开展。在顶管施工过程中会进行土体开挖等引起地层损失的操作,土体出现地层损失后会发生土体位移,从而产生地面沉降。当地面沉降过大时,顶管施工将对施工区域周围建筑物(结构)和邻近地下管线构成危害。因此才在顶管施工过程中需采取相应的措施对施工中产生的地面沉降进行控制。在软土层中掘进时,由于土体自稳性差,大直径管道自重大,在顶进过程中管道极易偏离设计的顶进方向,如不采取有效措施控制管道的顶进姿态可能会造成管道偏差较大,无法纠偏,导致工程失败。Today, the pipe jacking method is widely used, and the development of pipe jacking construction control technology enables us to smoothly carry out the difficult pipe jacking construction in long distances, large pipe diameters and some complex geological structures. In the process of pipe jacking construction, soil excavation and other operations that cause stratum loss will be carried out. After the stratum loss occurs in the soil, the soil will be displaced, resulting in ground subsidence. When the ground subsidence is too large, the pipe jacking construction will pose a hazard to the surrounding buildings (structures) and adjacent underground pipelines in the construction area. Therefore, it is necessary to take corresponding measures to control the ground subsidence during the construction of pipe jacking. When excavating in the soft soil layer, due to the poor self-stability of the soil and the heavy weight of the large-diameter pipeline, the pipeline is easily deviated from the designed jacking direction during the jacking process. If no effective measures are taken to control the jacking posture of the pipeline, it may cause The deviation of the pipeline is large, and the deviation cannot be corrected, resulting in the failure of the project.

公开号为CN109707383A的专利提供了一种顶管施工方法,所述方法包括:进行顶管施工测量包括利用激光测试仪检测顶管机的机头的顶进位置以及角度,根据检测到的结果与预期的效果进行比对,并通过控制器控制顶管机的机头的前进方向以及位置;在顶进工作结束后进行泥浆置换,在钢管的外壁的土体上开设注装孔,在注装孔上安装第三注浆管路,第三注浆管路用于通入水泥砂浆或粉煤灰水泥砂浆以置换钢管外壁处的触变泥浆,以提高钢管处土体的结构强度以防止地面沉降;泥浆置换结束后,拆除第三注浆管路,并将注装孔进行注装封堵,并在注装孔的外侧设置密封板以进行密封。The patent whose publication number is CN109707383A provides a kind of pipe jacking construction method, and described method comprises: Carrying out the pipe jacking construction measurement comprises using the laser tester to detect the jacking position and the angle of the machine head of the pipe jacking machine, according to the detected result and The expected effect is compared, and the forward direction and position of the head of the pipe jacking machine are controlled by the controller; after the jacking work is completed, the mud is replaced, and the injection hole is opened on the soil of the outer wall of the steel pipe. The third grouting pipeline is installed on the hole, and the third grouting pipeline is used to pass through cement mortar or fly ash cement mortar to replace the thixotropic mud at the outer wall of the steel pipe, so as to improve the structural strength of the soil at the steel pipe to prevent ground Settlement; after the mud replacement is completed, remove the third grouting pipeline, fill and seal the injection hole, and set a sealing plate outside the injection hole for sealing.

针对顶进过程中管道极易发生的顶进方向偏离的问题,现有技术大多在管道口设置有姿态调整装置,在每次顶进前先进行姿态调整,调整完毕后姿态调整装置和管道被一同顶进。但是,这种技术方案只能确保管道在顶进起始时的姿态,无法确保管道在顶进过程中不偏离设计方向,换言之,在顶进过程中管道的姿态不可控。同时现有技术在采用触变泥浆控制地面沉降时,大多根据经验进行触变泥浆的制备和使用,缺乏合理的指导方案,未能将触变泥浆的的功效发挥至最优。Aiming at the problem that the jacking direction of the pipeline is easily deviated during the jacking process, most of the existing technologies are equipped with attitude adjustment devices at the mouth of the pipeline, and the attitude adjustment is performed before each jacking. After the adjustment is completed, the attitude adjustment device and the pipeline are Let's go together. However, this technical solution can only ensure the attitude of the pipeline at the beginning of jacking, and cannot ensure that the pipeline does not deviate from the design direction during the jacking process. In other words, the attitude of the pipeline is uncontrollable during the jacking process. At the same time, when using thixotropic mud to control land subsidence in the prior art, most of the preparation and use of thixotropic mud is based on experience, lacking a reasonable guidance plan, and failing to maximize the efficacy of thixotropic mud.

综上所述,本发明提供一种人工顶管顶进系统及方法以解决现有技术存在之不足。To sum up, the present invention provides an artificial pipe jacking system and method to solve the deficiencies in the prior art.

本发明对人工顶管过程的姿态进行预控制,首先通过第一伸缩装置调整工具管的姿态,然后通过第二伸缩装置将中间管和工具管顶进,以开辟出用于混凝土管道顶进的通道,然后第二伸缩装置和第三伸缩装置配合完成管道顶进,并且混凝土管道的顶进时在中间管内部进行的,避免了与土体的接触,因此不会偏离顶进方向。The present invention pre-controls the posture of the artificial pipe jacking process, first adjusts the posture of the tool pipe through the first telescopic device, and then pushes the intermediate pipe and the tool pipe through the second telescopic device to open up a space for concrete pipe jacking channel, and then the second telescopic device and the third telescopic device cooperate to complete the pipe jacking, and the jacking of the concrete pipe is carried out inside the intermediate pipe, avoiding contact with the soil, so it will not deviate from the jacking direction.

本发明首先采集施工现场的顶管施工的深度、地质情况和环境条件等数据建立采用触变泥浆抑制地面沉降的施工模型并进行仿真,然后对仿真结果进行分析得出用于施工参考的触变泥浆参数。得出施工参考用的触变泥浆参数后,本发明进行试验段顶进,在进行试验段顶进的过程中,本发明通过改变注浆压力、浆液配比等触变泥浆参数进行试验段顶进,并采集各触变泥浆参数对应的地面沉降数据,然后根据采集到的地面沉降数据筛选出地面沉降抑制效果最佳的触变泥浆参数,用于正式的顶管施工。The present invention first collects data such as the depth, geological conditions and environmental conditions of the pipe jacking construction on the construction site to establish a construction model using thixotropic mud to suppress ground subsidence and conduct simulations, and then analyzes the simulation results to obtain the thixotropic mud used for construction reference. Mud parameters. After obtaining the thixotropic mud parameters for construction reference, the present invention carries out the jacking of the test section. During the jacking process of the test section, the present invention carries out the jacking of the test section by changing the thixotropic mud parameters such as grouting pressure and slurry ratio. Then, according to the collected land subsidence data, the thixotropic mud parameters with the best ground subsidence suppression effect are selected for formal pipe jacking construction.

此外,一方面由于对本领域技术人员的理解存在差异;另一方面由于申请人做出本发明时研究了大量文献和专利,但篇幅所限并未详细罗列所有的细节与内容,然而这绝非本发明不具备这些现有技术的特征,相反本发明已经具备现有技术的所有特征,而且申请人保留在背景技术中增加相关现有技术之权利。In addition, on the one hand, due to differences in the understanding of those skilled in the art; The present invention does not possess the characteristics of these prior art, on the contrary, the present invention already possesses all the characteristics of the prior art, and the applicant reserves the right to add relevant prior art to the background technology.

发明内容Contents of the invention

针对现有技术之不足,本发明提供了一种人工顶管顶进方法。所述方法包括:Aiming at the deficiencies of the prior art, the invention provides an artificial pipe jacking method. The methods include:

通过顶管组件调节混混凝土管道的顶进姿态;Adjust the jacking attitude of the concrete pipeline through the jacking assembly;

从所述混凝土管道内部向所述混凝土管道外注入触变泥浆以填补所述混凝土管道与土体间的空隙;Injecting thixotropic mud from the inside of the concrete pipe to the outside of the concrete pipe to fill the gap between the concrete pipe and the soil;

基于现场地层结构数据建立顶管施工模型,并对所述顶管施工模型进行仿真,至少得出地面沉降与顶进距离间和/或触变泥浆相关的变化规律;Establishing a pipe jacking construction model based on the on-site stratum structure data, and simulating the pipe jacking construction model, at least obtaining the change law between ground settlement and jacking distance and/or thixotropic mud;

基于所述顶管施工模型的仿真结果,设置至少两种不同的触变泥浆参数使顶管组件进行试验段顶进,并在所述顶管组件进行所述试验段顶进的情况下,通过地面沉降监测,得出至少两种不同的所述触变泥浆参数中引起地面沉降最小的所述触变泥浆参数;其中,所述触变泥浆参数至少包括所述触变泥浆的注浆压力和浆液配比。Based on the simulation results of the pipe jacking construction model, at least two different thixotropic mud parameters are set to make the pipe jacking assembly perform the jacking of the test section, and when the pipe jacking assembly performs the jacking of the test section, by The ground subsidence is monitored to obtain the thixotropic mud parameter that causes the smallest land subsidence among at least two different thixotropic mud parameters; wherein, the thixotropic mud parameters include at least the grouting pressure and Serum ratio.

优选地,所述方法还可以包括:Preferably, the method may also include:

建立贴合现场物理参数的顶管施工模型,得出地面沉降的规律,为顶管施工提供有效的数据参考,其中,所述顶管施工模型预设有模拟通过注浆减阻的方式抑制地层沉降的注浆体单元;Establish a pipe jacking construction model that fits the physical parameters of the site, obtain the law of land subsidence, and provide effective data reference for pipe jacking construction. Settled grouting body unit;

基于所述顶管施工模型提供的参考数据,顶管组件进行试验段顶进筛选出触变泥浆参数,所述触变泥浆参数至少包括触变泥浆注浆量、注浆压力和浆液配比;Based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly performs jacking in the test section to screen out thixotropic mud parameters, and the thixotropic mud parameters at least include thixotropic mud grouting amount, grouting pressure and grout ratio;

基于筛选出的所述触变泥浆参数所述顶管组件进行后续顶管顶进施工。Subsequent pipe jacking construction is performed on the pipe jacking assembly based on the screened thixotropic mud parameters.

本发明通过试验段顶进充分掌握地层情况,并通过对试验段顶进参数的试验和分析,同时加强地面监测,得出引起地面沉降最小的顶管触变泥浆参数,为后续顶进提供有效的依据。所述触变泥浆参数包含:挖土方式、触变泥浆注浆量、注浆压力、浆液配比以及姿态控制等技术参数和措施。The present invention fully grasps the ground conditions through the jacking of the test section, and through the test and analysis of the jacking parameters of the test section, and at the same time strengthens the ground monitoring, obtains the pipe jacking thixotropic mud parameters that cause the least ground subsidence, and provides effective support for subsequent jacking. basis. The parameters of the thixotropic mud include: excavation method, thixotropic mud injection amount, grouting pressure, slurry ratio, attitude control and other technical parameters and measures.

优选地,所述地面沉降监测通过如下方式进行,即,在所述试验段设置至少两个监测断面,每个所述监测断面设置有至少两个监测点。所述监测点在顶进前采集初始值并在顶进期间在间隔预设时间的情况下对监测断面进行一次监测数据采集。Preferably, the ground subsidence monitoring is carried out in the following manner, that is, at least two monitoring sections are set in the test section, and each monitoring section is provided with at least two monitoring points. The monitoring point collects an initial value before jacking, and collects monitoring data of the monitoring section at intervals of a preset time during jacking.

优选地,所述顶管组件至少包括工具管和中间管。所述工具管与所述中间管通过至少两个第一伸缩装置连接;至少两个第一伸缩装置通过设置不同长度改变所述工具管与所述中间管夹角以实现顶进姿态预控调节。Preferably, the jacking pipe assembly includes at least a tool pipe and an intermediate pipe. The tool tube is connected to the intermediate tube through at least two first telescopic devices; at least two first telescopic devices change the angle between the tool tube and the intermediate tube by setting different lengths to achieve pre-control adjustment of jacking posture .

所述顶管组件还包括尾管。所述尾管通过第二伸缩装置连接所述中间管。在所述第一伸缩装置完成顶进姿态预控调节的情况下,所述第二伸缩装置通过伸长带动所述工具管与所述中间管顶进,从而开辟出用于述混凝土管道顶进的空间。The jack pipe assembly also includes a tailpipe. The tail pipe is connected to the middle pipe through the second telescoping device. When the first telescopic device completes the pre-control adjustment of the jacking attitude, the second telescopic device drives the tool pipe and the intermediate pipe to jack up through elongation, thereby opening up a hole for the concrete pipe jacking. Space.

根据一种优选实施方式,所述顶管组件包括工具管、中间管和尾管。所述工具管与所述中间管之间设置有通过设置不同长度改变所述工具管与所述中间管夹角以实现顶进姿态预控调节的至少两个第一伸缩装置。所述第一伸缩装置能够与所述中间管与所述尾管间设置的第二伸缩装置配合接力,以实现所述工具管与所述中间管的顶进。According to a preferred embodiment, the jacking pipe assembly includes a tool pipe, an intermediate pipe and a tail pipe. At least two first telescopic devices are arranged between the tool tube and the middle tube to change the angle between the tool tube and the middle tube by setting different lengths to realize the pre-control adjustment of the jacking attitude. The first telescopic device can cooperate with the second telescopic device arranged between the middle pipe and the tail pipe to realize the jacking of the tool pipe and the middle pipe.

优选地,所述工具管和所述中间管之间设置的第一伸缩装置可以是液压铰接装置,并且环向均匀设置有4处。优选地,所述中间管与所述尾管间设置的第二伸缩装置可以是液压千斤顶装置。优选地,所述液压千斤顶装置环向均匀设置有4组8个。所述顶管组件利用前端液压铰接装置和尾端液压千斤顶装置,可实现顶进姿态的预控调节和配合接力顶进。所述顶管组件施工便捷、工效高,配合管道拉紧方式,在顶管顶进过程中可将轴线控制在规范允许值以内。Preferably, the first telescoping device provided between the tool pipe and the intermediate pipe may be a hydraulic hinge device, and there are four uniformly arranged circumferentially. Preferably, the second telescoping device provided between the middle pipe and the tail pipe may be a hydraulic jack device. Preferably, 4 groups of 8 hydraulic jack devices are evenly arranged in the circumferential direction. The pipe jacking assembly utilizes a front end hydraulic hinge device and a tail end hydraulic jack device, which can realize pre-control adjustment of the jacking posture and coordinate relay jacking. The pipe jacking assembly is convenient in construction and high in work efficiency, and in conjunction with the pipe tensioning method, the axis can be controlled within the allowable value of the specification during the pipe jacking process.

根据一种优选实施方式,所述顶管施工模型通过改变材料赋值的方式进行多步仿真模拟。所述仿真模拟步骤包括:According to a preferred implementation manner, the pipe jacking construction model performs multi-step simulation by changing material assignment. The simulation steps include:

进行初始应力场平衡,得到未开挖状态的应力场;Perform initial stress field balance to obtain the stress field in the unexcavated state;

模拟土体开挖,其中,开挖与顶进交替进行,并且设置泥浆等代层以模拟注浆的减阻作用,泥浆等代层内外面施加均布力代替注浆压力。Simulate soil excavation, in which excavation and jacking are carried out alternately, and mud and other sub-layers are set to simulate the drag reduction effect of grouting, and a uniform force is applied inside and outside the mud and other sub-layers instead of grouting pressure.

根据一种优选实施方式,所述人工顶管顶进方法还包括挖掘顶管竖井,所述顶管竖井至少包括作为顶管起点的始发井,其中,所述始发井在顶管掘进中心线上设置有监控量测管道顶进姿态的第一测量装置。According to a preferred embodiment, the artificial pipe jacking method further includes digging a pipe jacking shaft, and the pipe jacking shaft at least includes an origination shaft as the starting point of pipe jacking, wherein the origination shaft is located at the pipe jacking center The first measuring device for monitoring and measuring the jacking attitude of the pipeline is arranged on the line.

根据一种优选实施方式,所述工具管设置有监控量测管道顶进姿态的第二测量装置,在所述顶管组件单次顶进距离达到预设值的情况下,所述第二测量装置和所述第一测量装置进行一次测量,所述顶管组件基于所述第二测量装置和所述第一测量装置的所述测量结果判断是否调节顶进姿态。According to a preferred embodiment, the tool pipe is provided with a second measuring device for monitoring and measuring the pipe jacking posture, and when the single jacking distance of the pipe jacking assembly reaches a preset value, the second measuring device The device and the first measuring device perform a measurement, and the pipe jacking assembly judges whether to adjust the jacking posture based on the measurement results of the second measuring device and the first measuring device.

根据一种优选实施方式,所述人工顶管顶进方法还包括在顶管组件进行试验段顶进的情况下对试验段的地表沉降进行监测,其中,所述试验段设置有至少两个监测断面,每个所述监测断面设置有至少两个监测点,所述监测点在顶进前采集初始值并在顶进期间在间隔预设时间的情况下对监测断面进行一次监测数据采集。According to a preferred embodiment, the artificial pipe jacking method also includes monitoring the surface settlement of the test section when the pipe jacking assembly is jacking the test section, wherein the test section is provided with at least two monitoring Each of the monitoring sections is provided with at least two monitoring points, and the monitoring points collect initial values before jacking and collect monitoring data on the monitoring section at intervals of a preset time during jacking.

根据一种优选实施方式,所述人工顶管顶进方法还包括在顶管顶进洞的情况下,对至少前两节混凝土管道进行拉紧联系,使之形成一个整体,以预防前端混凝土管道在顶进过程中相互之间出现错位,从而降低后续顶进期间产生的轴线偏差。According to a preferred embodiment, the artificial pipe jacking method further includes, in the case of pipe jacking into a hole, tensioning and connecting at least the first two concrete pipes so as to form a whole, so as to prevent the concrete pipe at the front end from Misalignment with respect to each other during jacking reduces axis misalignment during subsequent jackings.

根据一种优选实施方式,用于人工顶管的混凝土管道设置有从所述混凝土管道内部向所述混凝土管道外注入触变泥浆以填补所述混凝土管道与土体间空隙形成泥浆套的注浆孔。优选地,在顶管顶进洞的情况下,至少两节靠近所述顶管组件的所述混凝土管道利用所述注浆孔进行拉紧联系,使之形成一个整体,以预防前端所述混凝土管道在顶进过程中相互之间出现错位。According to a preferred embodiment, the concrete pipe used for artificial pipe jacking is provided with a grouting method of injecting thixotropic mud from the inside of the concrete pipe to the outside of the concrete pipe to fill the gap between the concrete pipe and the soil to form a mud sleeve hole. Preferably, when the jacking pipe is jacked into the hole, at least two sections of the concrete pipe close to the pipe jacking assembly are tensioned by using the grouting hole to form a whole, so as to prevent the concrete pipe at the front end from The pipes are misaligned with respect to each other during jacking.

优选地,所述尾管不连接所述第二伸缩装置的一侧连接所述混凝土管道。所述混凝土管道不与所述尾管连接的一端设置有保护板。所述保护板与第三伸缩装置的一端连接。所述第三伸缩装置的另一端于设置在始发井上的支撑壁连接。在进行所述混凝土管道顶进的情况下,所述第三伸缩装置伸长,所述第二伸缩装置收缩,从而实现对所述混凝土管道的接力顶进。Preferably, one side of the tail pipe not connected to the second expansion device is connected to the concrete pipe. The end of the concrete pipe not connected with the tailpipe is provided with a protective plate. The protective plate is connected with one end of the third telescopic device. The other end of the third telescopic device is connected to the supporting wall arranged on the originating shaft. In the case of jacking the concrete pipeline, the third expansion device is extended, and the second expansion device is contracted, so as to realize relay jacking of the concrete pipeline.

本发明还提供一种人工顶管顶进系统。所述人工顶管顶进系统至少包括数据分析模块、数据采集模块和顶管施工模块。所述分析模块,建立贴合现场物理参数的顶管施工模型,得出地面沉降的规律,为顶管施工提供有效的数据参考。所述顶管施工模型预设有模拟通过注浆减阻的方式抑制地层沉降的注浆体单元。所述施工模块,基于所述顶管施工模型提供的参考数据,利用顶管组件进行试验段顶进。所述数据采集模块,在所述施工模块进行试验段顶进的情况下,采集触变泥浆参数和与之对应的地面沉降数据和顶进姿态数据,并筛选出引起地面沉降最小的顶管触变泥浆参数。所述触变泥浆参数至少包括触变泥浆注浆量、注浆压力和浆液配比。The invention also provides an artificial pipe jacking system. The artificial pipe jacking system at least includes a data analysis module, a data acquisition module and a pipe jacking construction module. The analysis module establishes a pipe jacking construction model conforming to the physical parameters of the site, obtains the law of land subsidence, and provides effective data reference for pipe jacking construction. The pipe jacking construction model is preset with a grouting unit for simulating suppression of formation settlement through grouting. The construction module, based on the reference data provided by the pipe jacking construction model, uses the pipe jacking assembly to carry out the jacking of the test section. The data acquisition module collects the thixotropic mud parameters and the corresponding ground settlement data and jacking attitude data when the construction module is jacking the test section, and screens out the pipe jacking trigger that causes the smallest ground settlement. Variable mud parameters. The thixotropic mud parameters at least include thixotropic mud injection quantity, grout injection pressure and slurry ratio.

优选地,所述分析模块,建立贴合现场物理参数的顶管施工模型,并对所述顶管施工模型进行仿真,至少得出地面沉降与顶进距离间和/或触变泥浆相关的变化规律。所述施工模块,通过顶管组件调节混混凝土管道的顶进姿态,并从所述混凝土管道内部向所述混凝土管道外注入触变泥浆以填补所述混凝土管道与土体间的空隙。所述施工模块还基于所述顶管施工模型的仿真结果,设置至少两种不同的触变泥浆参数使顶管组件进行试验段顶进。所述数据采集模块,在所述施工模块进行试验段顶进的情况下,采集地面沉降数据,并将所述地面沉降数据发送至所述分析模块。响应于所述地面沉降数据之收到,所述分析模块从至少两种不同的所述触变泥浆参数中筛选出引起地面沉降最小的所述触变泥浆参数。所述触变泥浆参数至少包括所述触变泥浆的注浆压力和浆液配比。Preferably, the analysis module establishes a pipe jacking construction model that fits the physical parameters of the site, and simulates the pipe jacking construction model to at least obtain changes related to ground settlement and jacking distance and/or thixotropic mud law. The construction module adjusts the jacking attitude of the concrete pipeline through the pipe jacking assembly, and injects thixotropic mud from the inside of the concrete pipeline to the outside of the concrete pipeline to fill the gap between the concrete pipeline and the soil. The construction module also sets at least two different thixotropic mud parameters based on the simulation results of the pipe jacking construction model to make the pipe jacking assembly carry out the jacking of the test section. The data collection module collects ground subsidence data when the construction module is jacking the test section, and sends the ground subsidence data to the analysis module. In response to receiving the land subsidence data, the analysis module selects the thixotropic mud parameter that causes the least land subsidence from at least two different thixotropic mud parameters. The thixotropic mud parameters include at least the grouting pressure and the grout ratio of the thixotropic mud.

本发明解决了浅覆土软弱地层大直径人工顶管施工姿态调整、地面沉降和地下障碍物清除等问题。本发明使用的顶管姿态调整装置在顶管顶进过程中可随顶随纠偏将轴线控制在规范允许值以内,保证了管线轴线精度以及施工质量,同时地面沉降预控制技术减小了施工的风险,提高了施工效率,缩短了施工工期,确保了施工的安全和顺利完成。The invention solves the problems of adjustment of construction posture of large-diameter artificial pipe jacking, ground subsidence, removal of underground obstacles and the like in weak strata covered with shallow soil. The pipe jacking attitude adjustment device used in the present invention can control the axis within the allowable value of the specification during the pipe jacking process, ensuring the accuracy of the pipeline axis and the construction quality. At the same time, the ground subsidence pre-control technology reduces the construction cost. Risk, improve the construction efficiency, shorten the construction period, ensure the safety and smooth completion of the construction.

附图说明Description of drawings

图1是本发明提供的一种优选实施方式的人工顶管顶进方法的简化流程图;Fig. 1 is a simplified flow chart of the artificial pipe jacking method of a preferred embodiment provided by the present invention;

图2是本发明提供的一种优选实施方式的顶管组件的简化示意图。Fig. 2 is a simplified schematic diagram of a pipe jacking assembly according to a preferred embodiment of the present invention.

附图标记列表List of reference signs

110:工具管;120:中间管;130:尾管;140:第一伸缩装置;150:第二伸缩装置;160:第三伸缩装置;161:支撑壁;162:保护板;200:混凝土管道。110: tool pipe; 120: intermediate pipe; 130: tail pipe; 140: first telescopic device; 150: second telescopic device; 160: third telescopic device; 161: supporting wall; 162: protective plate; 200: concrete pipe .

具体实施方式Detailed ways

下面结合附图1和附图2进行详细说明。Detailed description will be given below in conjunction with accompanying drawings 1 and 2 .

本发明通过试验段顶进充分掌握地层情况,并通过对试验段顶进参数的试验和分析,同时加强地面监测,得出引起地面沉降最小的顶管触变泥浆参数,为后续顶进提供有效的依据。所述触变泥浆参数包含:触变泥浆注浆量、注浆压力、浆液配比以及注浆管道铺设等技术参数和措施。The present invention fully grasps the ground conditions through the jacking of the test section, and through the test and analysis of the jacking parameters of the test section, and at the same time strengthens the ground monitoring, obtains the pipe jacking thixotropic mud parameters that cause the least ground subsidence, and provides effective support for subsequent jacking. basis. The thixotropic mud parameters include: thixotropic mud grouting volume, grouting pressure, grout ratio, and grouting pipeline laying and other technical parameters and measures.

本发明可以预控制顶管地面下沉、调整顶管姿、态清理障碍,保证人工顶管施工安全、质量,同时能够节约成本和工期。The invention can pre-control the ground subsidence of the pipe jacking, adjust the posture and state of the pipe jacking, and clear obstacles, so as to ensure the safety and quality of the artificial pipe jacking construction, and can save the cost and construction period at the same time.

实施例1Example 1

本发明提供了一种人工顶管顶进方法。参见图1,优选地,方法包括:The invention provides an artificial pipe jacking method. Referring to Figure 1, preferably, the method includes:

S100:建立贴合现场物理参数的顶管施工模型,得出地面沉降的规律,为顶管施工提供有效的数据参考。顶管施工模型预设有模拟通过注浆减阻的方式抑制地层沉降的注浆体单元。S100: Establish a pipe jacking construction model that fits the physical parameters of the site, obtain the law of ground settlement, and provide effective data reference for pipe jacking construction. The pipe jacking construction model is preset with a grouting body unit that simulates the suppression of formation settlement by grouting drag reduction.

S200:挖掘顶管竖井,其中,顶管竖井包括始发井和接收井。顶管顶进方向由始发井指向接收井。S200: Excavating a pipe jacking shaft, wherein the pipe jacking shaft includes an originating shaft and a receiving shaft. The pipe jacking direction is from the originating well to the receiving well.

S300:基于顶管施工模型提供的参考数据,顶管组件从始发井开始进行试验段顶进。在试验段顶进过程中,施工人员通过顶管组件测试不同的触变泥浆参数并采集不同触变泥浆参数下的掘进效果,从而筛选出引起地面沉降最小的顶管触变泥浆参数。触变泥浆参数至少包括触变泥浆注浆量、注浆压力和浆液配比。S300: Based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly is jacked into the test section from the launch shaft. During the jacking process of the test section, the construction personnel tested different thixotropic mud parameters through the pipe jacking assembly and collected the tunneling effects under different thixotropic mud parameters, so as to screen out the pipe jacking thixotropic mud parameters that cause the least ground settlement. Thixotropic mud parameters at least include thixotropic mud injection volume, grouting pressure and slurry ratio.

S400:基于筛选出的触变泥浆参数,施工人员通过顶管组件进行后续顶管顶进施工。S400: Based on the screened thixotropic mud parameters, construction personnel carry out subsequent pipe jacking construction through the pipe jacking assembly.

参见图2,优选地,顶管组件包括工具管110、中间管120和尾管130。工具管110与中间管120之间设置有通过设置不同长度改变工具管110与中间管120夹角以实现顶进姿态预控调节的至少两个第一伸缩装置140。第一伸缩装置140能够与中间管120与尾管130间设置的第二伸缩装置150配合接力,以实现工具管110与中间管120的顶进。Referring to FIG. 2 , preferably, the jack pipe assembly includes a tool pipe 110 , an intermediate pipe 120 and a tail pipe 130 . At least two first telescopic devices 140 are provided between the tool tube 110 and the intermediate tube 120 to change the angle between the tool tube 110 and the intermediate tube 120 by setting different lengths to realize the pre-control adjustment of the jacking posture. The first telescopic device 140 can cooperate with the second telescopic device 150 disposed between the intermediate pipe 120 and the tail pipe 130 to realize jacking of the tool pipe 110 and the intermediate pipe 120 .

优选地,工具管110和中间管120之间设置的第一伸缩装置140可以是液压铰接装置,并且环向均匀设置有4处。优选地,中间管120与尾管130间设置的第二伸缩装置150可以是液压千斤顶装置。优选地,液压千斤顶装置环向均匀设置有4组8个。顶管组件利用前端液压铰接装置和尾端液压千斤顶装置,可实现顶进姿态的预控调管和配合接力顶进。顶管组件施工便捷、工效高,配合管道拉紧方式,在顶管顶进过程中可将轴线控制在规范允许值以内。Preferably, the first telescoping device 140 provided between the tool pipe 110 and the intermediate pipe 120 may be a hydraulic hinge device, and there are four uniformly arranged circumferentially. Preferably, the second telescoping device 150 provided between the middle pipe 120 and the tail pipe 130 may be a hydraulic jack device. Preferably, there are 4 groups of 8 hydraulic jack devices evenly arranged in the circumferential direction. The pipe jacking assembly utilizes the hydraulic hinged device at the front end and the hydraulic jack device at the rear end, which can realize the pre-control tube adjustment of the jacking posture and the relay jacking. The pipe jacking assembly is convenient in construction and high in work efficiency. With the pipe tensioning method, the axis can be controlled within the allowable value of the code during the pipe jacking process.

参见图2,优选地,尾管130不连接第二伸缩装置150的一侧连接混凝土管道200。优选地,混凝土管道200不与尾管130连接的一端设置有保护板162。保护板162与第三伸缩装置160的一端连接。第三伸缩装置160的另一端于设置在始发井上的支撑壁161连接。Referring to FIG. 2 , preferably, one side of the tail pipe 130 not connected to the second telescopic device 150 is connected to the concrete pipe 200 . Preferably, the end of the concrete pipe 200 not connected to the tailpipe 130 is provided with a protective plate 162 . The protective plate 162 is connected to one end of the third telescopic device 160 . The other end of the third telescoping device 160 is connected to the supporting wall 161 arranged on the originating shaft.

优选地,4个第一伸缩装置140通过设置不同长度改变工具管110与中间管120夹角以实现顶进姿态预控调节。优选地,在工具管110完成顶进姿态调节的情况下,第二伸缩装置150伸长,从而开辟出进行顶管的通道。优选地,在第二伸缩装置150完成伸长后,第三伸缩装置160进行伸长同时第二伸缩装置150收缩,第二伸缩装置150和第三伸缩装置160配合完成混凝土管道200的顶进。Preferably, the four first telescoping devices 140 change the angle between the tool tube 110 and the intermediate tube 120 by setting different lengths to achieve pre-control adjustment of the jacking posture. Preferably, when the jacking posture adjustment of the tool pipe 110 is completed, the second telescoping device 150 is extended to open a channel for pipe jacking. Preferably, after the second telescopic device 150 completes the extension, the third telescopic device 160 extends while the second telescopic device 150 contracts, and the second telescopic device 150 and the third telescopic device 160 cooperate to complete the jacking of the concrete pipe 200 .

优选地,本发明在建立顶管施工模型前对施工现场相关的物理参数进行采集。优选地,施工现场相关的物理参数包括拟建管线施工场地范围内地面建筑情况,地面沉降抑制方式,地下埋设管线现况,拟建管线覆土地层组成,施工用管道参数,施工用设备参数等等。Preferably, the present invention collects physical parameters related to the construction site before establishing the pipe jacking construction model. Preferably, the physical parameters related to the construction site include ground building conditions within the scope of the proposed pipeline construction site, ground subsidence suppression methods, the current status of buried pipelines, the composition of the overlying soil stratum of the proposed pipeline, construction pipeline parameters, construction equipment parameters, etc. .

优选地,本发明对应的施工现场的地面可以是存在导行路、居民楼、立交桥等建筑。优选地,在施工现场的地面可以是存在导行路的情况下,本发明在建立顶管施工模型时,引入交通荷载参量。Preferably, the ground of the construction site corresponding to the present invention may have buildings such as guide roads, residential buildings, and overpasses. Preferably, in the case that there is a guide road on the ground of the construction site, the present invention introduces traffic load parameters when establishing the pipe jacking construction model.

优选地,本实施例所处土层组成包括杂填土层、粉土素填土层、粉质粘土层、细砂-粉砂层、粉土层、细砂层为主。优选地,本实施例顶管管道覆土埋深2.9m~3.06m,掘进断面涉及土层包括杂填土层、粉土素填土层、粉质粘土层、粉土层、细砂-粉砂层。Preferably, the composition of the soil layer in this embodiment mainly includes miscellaneous filling soil layer, silty earth filling layer, silty clay layer, fine sand-silt layer, silt layer, and fine sand layer. Preferably, the buried depth of the pipe jacking pipeline in this embodiment is 2.9m to 3.06m, and the soil layers involved in the excavation section include miscellaneous filling soil layers, silty earth filling layers, silty clay layers, silty soil layers, and fine sand-silt sand layers. Floor.

优选地,本实施例采用的顶管管道可以是混凝土管道200。优选地,混凝土管道200外径3550mm,内径3000mm。优选地,混凝土管道200壁厚275mm,单节管长2500mm,管节重量约17.7t。Preferably, the pipe jacking pipe used in this embodiment may be a concrete pipe 200 . Preferably, the concrete pipe 200 has an outer diameter of 3550mm and an inner diameter of 3000mm. Preferably, the concrete pipe 200 has a wall thickness of 275mm, a single pipe length of 2500mm, and a pipe joint weight of about 17.7t.

优选地,在建立顶管施工模型前,施工人员贴合现场物理参数对地面沉降机理分析。优选地,顶管过程中引发地面沉降的主要原因包括:开挖面土体初始应力改变引起的地层损失,管道与周围土层之间存在环形空隙引起的地层损失,纠偏操作引起的土体超挖产生地层损失和顶管顶进时产生的拖带效应带走部分土体导致地层损失。Preferably, before establishing the pipe jacking construction model, the construction personnel analyze the ground settlement mechanism according to the physical parameters of the site. Preferably, the main causes of ground subsidence during the pipe jacking process include: stratum loss caused by changes in the initial stress of the soil on the excavation surface, stratum loss caused by the annular gap between the pipe and the surrounding soil, and soil overshoot caused by deviation correction operations. The formation loss caused by excavation and the dragging effect generated during pipe jacking will take away part of the soil, resulting in formation loss.

优选地,开挖面土体初始应力改变引起的地层损失:顶管施工中很难保证正面土体的原始应力状态不改变,在顶进过程中正面土体由于应力释放而向开挖面方向移动会引起地层损失,从而导致地表下沉,尤其是浅覆土大直径人工顶管。Preferably, the stratum loss caused by the change of the initial stress of the excavated surface soil: it is difficult to ensure that the original stress state of the front soil does not change during the jacking construction, and the front soil moves toward the excavation surface due to stress release during the jacking process. Movement will cause ground loss, which will lead to surface subsidence, especially for large-diameter artificial pipe jacking with shallow overburden.

优选地,管道与周围土层之间存在环形空隙引起的地层损失:为减小在顶进过程中的摩擦阻力,后续管节的直径比工具管110的直径小2~5cm。因此,工具管110顶进后管道外围与土体之间存在环形间隙,如果不能及时充分地以触变泥浆充填,周围土体由于应力释放而向环形空隙移动,导致地层损失。Preferably, there is a formation loss caused by an annular gap between the pipeline and the surrounding soil layer: in order to reduce the frictional resistance during the jacking process, the diameter of the subsequent pipe section is 2-5 cm smaller than the diameter of the tool pipe 110 . Therefore, after the tool pipe 110 is jacked, there is an annular gap between the periphery of the pipe and the soil. If the thixotropic mud cannot be filled in time, the surrounding soil will move to the annular gap due to stress release, resulting in formation loss.

优选地,纠偏操作引起的土体超挖:纠偏时工具管110轴线偏离设计轴线需要纠正顶进方向,工具管110纠偏时对土体一侧产生挤压作用,而另一侧由于应力释放而形成空隙,导致土体的位移,产生地层损失。Preferably, the soil overbreak caused by the deviation correction operation: the axis of the tool tube 110 deviates from the design axis when the deviation is corrected, and the jacking direction needs to be corrected. Voids are formed, causing displacement of the soil mass, resulting in formation loss.

优选地,顶管顶进时因工具管110上方粘土及浆液与土层的摩阻力而对外围土体产生拖带效应,由此牵带走部分土体从而形成空隙,导致地层损失。Preferably, when the pipe is jacked, frictional resistance between the clay and the slurry above the tool pipe 110 and the soil layer creates a dragging effect on the surrounding soil, thereby dragging away part of the soil to form a void, resulting in formation loss.

优选地,针对顶管过程中因地层损失引发的地面沉降,本实施例通过混凝土管道200上设置的注浆孔从所述混凝土管道200内部向所述混凝土管道200外注入触变泥浆形成泥浆套的方式填补所述混凝土管道200与土体间的空隙,从而抑制顶管过程中因地层损失引发的地面沉降。Preferably, for ground subsidence caused by formation loss during the pipe jacking process, in this embodiment, thixotropic mud is injected from the inside of the concrete pipe 200 to the outside of the concrete pipe 200 through the grouting holes provided on the concrete pipe 200 to form a mud jacket The gap between the concrete pipe 200 and the soil is filled in a manner to suppress ground subsidence caused by formation loss during the pipe jacking process.

优选地,本实施例通过利用MIDAS-GTS NX有限元软件,建立贴合现场的顶管施工模型,分别在正常顶进阶段和下穿道路顶进阶段研究顶管施工相关参数对地面沉降的影响规律,从而为现场顶管顶进过程中地面沉降提供预警值,也为正式下穿道路顶进阶段地面沉降控制提供有效的数据参考。Preferably, this embodiment uses MIDAS-GTS NX finite element software to establish a pipe jacking construction model that fits the site, and studies the influence of pipe jacking construction-related parameters on land subsidence in the normal jacking stage and the underpassing road jacking stage. Law, so as to provide early warning value for ground subsidence in the process of on-site pipe jacking, and also provide effective data reference for ground subsidence control in the formal underpass road jacking stage.

优选地,顶管施工模型按以下方式配置参数。Preferably, the parameters of the pipe jacking construction model are configured in the following manner.

优选地,模型依据现场实际工况及考虑软件计算时的边界效应影响,确定最终的几何尺寸为100m×60m×40m,即长度取顶管顶进的贯通距离100m,宽度以顶管轴线为中心向两边各取30m,土层深度取40m,顶管管顶覆土深度取平均深度3m。Preferably, the final geometric size of the model is determined to be 100m×60m×40m based on the actual working conditions on site and considering the influence of boundary effects in software calculations, that is, the length is taken as the penetration distance of pipe jacking of 100m, and the width is centered on the pipe jacking axis Take 30m to both sides, take 40m as the depth of the soil layer, and take the average depth of 3m as the top cover soil depth of the pipe jacking pipe.

优选地,工具管110外径3640mm,钢筋混凝土管外径3550mm,内径3000mm。Preferably, the outer diameter of the tool pipe 110 is 3640 mm, the outer diameter of the reinforced concrete pipe is 3550 mm, and the inner diameter is 3000 mm.

优选地,横断面为圆形;管节外侧的泥浆套用厚度为50mm的等代层代替。Preferably, the cross section is circular; the mud casing on the outside of the pipe joint is replaced by an equivalent layer with a thickness of 50mm.

优选地,顶管施工模型采用Mohr-Coulomb弹塑性模型模拟土体。优选地,管节采用的是预制钢筋混凝土材料,在土压力及其他荷载的作用,其受力变形主要处于弹性阶段,故其本构模型采用线弹性本构模型。Preferably, the pipe jacking construction model uses a Mohr-Coulomb elastic-plastic model to simulate soil. Preferably, the pipe joint is made of prefabricated reinforced concrete. Under the action of earth pressure and other loads, its stress deformation is mainly in the elastic stage, so its constitutive model adopts a linear elastic constitutive model.

优选地,计算中考虑注浆材料填充,将隧道周围土层与浆液的混合体等代为一种弱化土层即等代层来模拟地层损失。同时考虑注浆压力,注浆压力的选取一般以覆土压力为依据,本项目覆土压力值为:P0=γh=18.5×1.5+17.5×1.5=54kPa=0.054MPa,故模型计算中注浆压力取值分别选取0MPa(无注浆压力)、0.05MPa(1倍覆土压力)、0.1MPa(2倍覆土压力)、0.15MPa(3倍覆土压力)、0.2MPa(4倍覆土压力)、0.25MPa(5倍覆土压力),研究不同注浆压力作用下地表沉降的规律。Preferably, grouting material filling is considered in the calculation, and the mixture of soil layer and grout around the tunnel is replaced by a weakened soil layer, that is, an equivalent layer to simulate formation loss. At the same time, the grouting pressure is considered. The selection of the grouting pressure is generally based on the covering soil pressure. The value of the covering soil pressure in this project is: P0=γh=18.5×1.5+17.5×1.5=54kPa=0.054MPa, so the grouting pressure in the model calculation is taken as 0MPa (no grouting pressure), 0.05MPa (1 times of soil pressure), 0.1MPa (2 times of soil pressure), 0.15MPa (3 times of soil pressure), 0.2MPa (4 times of soil pressure), 0.25MPa ( 5 times the overburden pressure), to study the law of surface settlement under different grouting pressures.

优选地,针对顶管施工的过程,通过改变材料赋值的方法进行多步仿真模拟。在模拟计算开始之前,先在模型里预设管内土体开挖单元、管节单元及注浆体单元,其中工具管/中间管与周围土体单元相连接,通过MIDAS-GTS NX的单元析取功能实现,按照二维板单元进行模拟。Preferably, for the process of pipe jacking construction, multi-step simulation is performed by changing the material assignment method. Before the simulation calculation starts, the soil excavation unit, pipe joint unit and grouting unit in the pipe are preset in the model. The tool pipe/intermediate pipe is connected with the surrounding soil units. The function is realized, and the simulation is carried out according to the two-dimensional plate unit.

优选地,仿真模拟步骤包括:Preferably, the simulation step includes:

步骤1:初始应力场平衡,得到未开挖状态的应力场。Step 1: Balance the initial stress field to obtain the stress field in the unexcavated state.

步骤2:顶管过路段地面设置均布交通荷载,正常情况下道路汽车荷载为汽-20级,施工区域限制交通,汽-20级的重车不允许通过。故地面交通荷载为(顶管下穿路面为沥青lumina,双向四车道,单车道3.5m):p汽=G汽/S=1.428×104Pa式中G汽指汽车自重,按照前排车轮7吨,后排车轮13吨分配;S指汽车荷载作用的刚性路面板面积(长为4m,宽为3.5m)。Step 2: Set uniformly distributed traffic load on the ground of the pipe jacking section. Under normal circumstances, the road vehicle load is steam-20, and traffic is restricted in the construction area. Heavy vehicles of steam-20 are not allowed to pass. Therefore, the traffic load on the ground is (asphalt lumina under the pipe jacking, two-way four-lane, single-lane 3.5m): p steam = G steam / S = 1.428 × 104Pa where G steam refers to the weight of the vehicle, according to the front wheel 7 tons , the distribution of 13 tons to the rear wheels; S refers to the rigid pavement area of the vehicle load (length is 4m, width is 3.5m).

计算中荷载取最不利值考虑,即管体正上方承受汽-20级的行车均布荷载,考虑到汽车的冲击影响最终的交通荷载为:p=1.3p汽=1.856×104Pa。The most unfavorable load is taken into consideration in the calculation, that is, the uniformly distributed load of the steam-20 grade directly above the pipe body, and the final traffic load considering the impact of the car is: p=1.3p steam=1.856×104Pa.

步骤3:采用MIDAS-GTS的网格钝化及激活功能模拟土体开挖,开挖一步顶进一步,考虑到本工程人工开挖工艺特点,采用工具管切土顶进方式,开挖面靠土体自稳性保持平衡,故模型中开挖面处未设置支护压力。开挖时钝化要开挖的土体单元,激活工具管壳单元,顶进时激活顶管管节单元、注浆等代层单元及注浆压力,每次掘进2.5m,重复上述步骤,直至顶管贯通(顶距为100m)。Step 3: Use the grid passivation and activation functions of MIDAS-GTS to simulate soil excavation, and excavate step by step. Considering the manual excavation process characteristics of this project, the tool pipe cutting soil jacking method is adopted, and the excavation surface is close to The self-stability of the soil remains balanced, so no support pressure is set at the excavation face in the model. Passivate the soil unit to be excavated during excavation, activate the tool shell unit, activate the pipe jacking joint unit, grouting and other layer units and grouting pressure during jacking, and repeat the above steps for each excavation of 2.5m. Until the pipe jacking runs through (the jacking distance is 100m).

优选地,模拟结束后对模拟结果进行分析,得出非过路段顶进阶段及下穿道路顶进阶段地面沉降的规律,为顶管施工提供有效的数据参考。Preferably, after the simulation is completed, the simulation results are analyzed to obtain the law of ground settlement during the jacking stage of the non-passing road section and the jacking stage of the underpassing road, so as to provide effective data reference for pipe jacking construction.

优选地,本实施例通过对模拟结果进行分析,得出如下结论:Preferably, this embodiment draws the following conclusions by analyzing the simulation results:

(1)顶管施工时,道路行车荷载对土层的位移有很大的影响,尤其是土层的竖向位移。(1) During pipe jacking construction, the road traffic load has a great influence on the displacement of the soil layer, especially the vertical displacement of the soil layer.

(2)顶进期间管节两侧土体在顶管的挤压下发生膨胀变形,最大水平位移为29.9mm,且位移变形以管轴为中心呈对称分布,过路段与非过路段土层水平位移变化基本一致。(2) During jacking, the soil on both sides of the pipe joint expands and deforms under the extrusion of the pipe, with a maximum horizontal displacement of 29.9 mm, and the displacement and deformation are symmetrically distributed around the pipe axis. The horizontal displacement changes are basically the same.

(3)顶管由于顶进施工对土层的扰动,在整个横断面上管体正上方的土体竖向位移最大,整体呈放射状向上扩展,且距离地面越近,地表沉降越小,另外在地面行车荷载的作用下,地面沉降明显,。可见,顶管施工时,地面行车荷载对土层水平方向的位移影响不大,但加剧了土层的竖向位移,对地面沉降量的控制有不利的影响。(3) Due to the disturbance of the soil layer by the jacking construction, the vertical displacement of the soil directly above the pipe body is the largest in the entire cross-section, and the whole expands radially upwards, and the closer to the ground, the smaller the surface settlement. Under the action of ground traffic load, the ground subsidence is obvious. It can be seen that during pipe jacking construction, the ground traffic load has little effect on the horizontal displacement of the soil layer, but it aggravates the vertical displacement of the soil layer, which has an adverse effect on the control of ground settlement.

(4)顶管施工时注浆压力是地表变形控制的关键影响因素,注浆压力增大有利于减小地表沉降量,但注浆压力过大,会导致横向地表距离顶管轴线较远处两侧土体出现隆起,且容易造成地表冒浆,根据上覆土垂直压力值、土体孔隙率、现场注浆经验以及数值计算,建议设置为0.1MPa,即2倍上覆土压力为宜。(4) The grouting pressure is the key influencing factor of surface deformation control during pipe jacking construction. The increase of grouting pressure is beneficial to reduce the surface settlement, but too high grouting pressure will cause the lateral surface to be far away from the axis of pipe jacking The soil on both sides is uplifted, and it is easy to cause grout on the surface. According to the vertical pressure value of the overlying soil, soil porosity, field grouting experience and numerical calculation, it is recommended to set it to 0.1MPa, which is 2 times the overlying soil pressure.

(5)顶管施工时水平方向上地面的沉降基本呈正态分布规律,管顶正上方地面沉降最大,向两侧位移逐渐减小,顶管顶进对土体的横向扰动范围约为-10m~10m,即沉降槽范围为-2.8D~2.8D。(5) During the pipe jacking construction, the ground settlement in the horizontal direction is basically in a normal distribution pattern. The ground settlement is the largest directly above the pipe top, and the displacement gradually decreases to both sides. The lateral disturbance range of the pipe jacking to the soil is about - 10m~10m, that is, the range of the settling tank is -2.8D~2.8D.

(6)选择行车量小时进行过路顶进,同时在沉降槽内铺设钢板,控制大型车辆通行,匀速顶进,必要时采取超前注浆加固。(6) Choose road jacking when the traffic volume is small, and lay steel plates in the settlement tank to control the passage of large vehicles, jacking at a uniform speed, and adopt advanced grouting reinforcement if necessary.

优选地,在完成顶管施工模型的模拟分析后,施工人员开始进行试验段顶进,以通过试验段顶进充分掌握地层情况。施工人员在进行试验段顶进的同时加强地面监测,对试验段的触变泥浆参数进行试验和分析,从而得出引起地面沉降最小的顶管触变泥浆参数。优选地,触变泥浆参数包含:触变泥浆注浆量、注浆压力、浆液配比以及注浆管道铺设等技术参数和措施。优选地,试验段顶进得出的引起地面沉降最小的顶管触变泥浆参数可以为后续顶进提供有效的依据。Preferably, after completing the simulation analysis of the pipe jacking construction model, the construction personnel start jacking in the test section, so as to fully grasp the formation conditions through the jacking in the test section. The construction personnel strengthened the ground monitoring while carrying out the jacking of the test section, tested and analyzed the thixotropic mud parameters of the test section, and thus obtained the pipe jacking thixotropic mud parameters that caused the least ground subsidence. Preferably, the thixotropic mud parameters include: thixotropic mud grouting volume, grouting pressure, grout ratio, and grouting pipeline laying and other technical parameters and measures. Preferably, the pipe jacking thixotropic mud parameters that cause the least ground subsidence obtained by jacking in the test section can provide an effective basis for subsequent jacking.

优选地,在开始进行试验段顶进前,施工人员先挖掘顶管竖井。优选地,顶管竖井包括始发井和接收井。优选地,始发井作为顶管起点。优选地,顶管顶进方向由始发井指向接收井。Preferably, before starting the jacking of the test section, the construction personnel first excavate the pipe jacking shaft. Preferably, the pipe jacking shaft comprises an originating shaft and a receiving shaft. Preferably, the originating shaft is used as the starting point for pipe jacking. Preferably, the pipe jacking direction is directed from the originating well to the receiving well.

优选地,基于顶管施工模型提供的参考数据,顶管组件从始发井开始进行试验段顶进。在试验段顶进过程中,施工人员通过顶管组件测试不同的触变泥浆参数并采集不同触变泥浆参数下的掘进效果,从而筛选出引起地面沉降最小的顶管触变泥浆参数。触变泥浆参数至少包括触变泥浆注浆量、注浆压力和浆液配比。Preferably, based on the reference data provided by the pipe jacking construction model, the pipe jacking assembly is jacked into the test section from the originating shaft. During the jacking process of the test section, the construction personnel tested different thixotropic mud parameters through the pipe jacking assembly and collected the tunneling effects under different thixotropic mud parameters, so as to screen out the pipe jacking thixotropic mud parameters that cause the least ground settlement. Thixotropic mud parameters at least include thixotropic mud injection volume, grouting pressure and slurry ratio.

优选地,由于本工程顶进范围上方存在导行路,为保证顶进施工安全及道路行车安全,特选择30m作为试验段。优选地,试验段的地层主要分布着杂渣土层、粉土素填土层、粉质粘土层、粉土层和细砂-粉砂层。优选地,掘进断面范围内无地下水。Preferably, since there is a guide road above the jacking range of this project, in order to ensure the safety of jacking construction and road driving safety, 30m is specially selected as the test section. Preferably, the stratum in the test section is mainly distributed with miscellaneous dregs soil layer, silt plain fill soil layer, silty clay layer, silt layer and fine sand-silt sand layer. Preferably, there is no groundwater within the scope of the excavation section.

优选地,在试验段顶进过程中,需要进行实验和调整的参数包含:顶进挖土方式、触变泥浆配比、触变泥浆注入量、注浆压力、二次补浆等。优选地,在试验段顶进过程中的主控项目包含:工具管110管尾密封性、管道接口漏浆处理措施、姿态控制、地表及轴线监测。Preferably, during the jacking process of the test section, the parameters that need to be tested and adjusted include: jacking excavation method, thixotropic mud ratio, thixotropic mud injection amount, grouting pressure, secondary grouting, etc. Preferably, the main control items during the jacking process of the test section include: the tightness of the end of the tool pipe 110, treatment measures for slurry leakage at the pipe interface, attitude control, ground surface and axis monitoring.

优选地,试验段顶进参数控制包括顶进挖土控制、触变泥浆控制和注/补浆控制。Preferably, the jacking parameter control of the test section includes jacking excavation control, thixotropic mud control and injection/replenishment control.

优选地,顶进挖土控制具体为:初始顶进挖土每次不超过30cm,掌子面与工具管110夹角为45°。优选地,在进行顶进挖土时始终保持工具管110管帽先切入土体10cm,严禁超挖,随时纠偏。Preferably, the jacking and excavation control is specifically: the initial jacking and excavation does not exceed 30 cm each time, and the angle between the face of the tunnel and the tool pipe 110 is 45°. Preferably, when carrying out jacking and excavation, always keep the cap of the tool pipe 110 cut into the soil 10cm first, over-excavation is strictly prohibited, and deviation is corrected at any time.

优选地,触变泥浆控制具体为:泥浆优选颗粒细、胶质价高的膨润土,膨润土80~100Kg/m3;水600~1000Kg/m3;碱(Na2CO3)1~2Kg/m3。优选地,泥浆比重控制在1.05~1.07。优选地,泥浆注入量:每米管道与土体的空隙需注浆体积V空=0.508m3。优选地,根据研究资料及经验,实际施工中泥浆套厚度为建筑空隙的6~7倍,即270mm,渗入土体的厚度为270mm-45mm=225mm,经计算V渗=1.048m3,总计入住量为V总=1.556m3Preferably, the control of thixotropic mud is as follows: the mud is preferably bentonite with fine particles and high colloidal value, bentonite 80-100Kg/m 3 ; water 600-1000Kg/m 3 ; alkali (Na2CO3) 1-2Kg/m 3 . Preferably, the specific gravity of mud is controlled at 1.05-1.07. Preferably, the amount of grout injected: per meter of the gap between the pipe and the soil, the required grouting volume V emptiness = 0.508 m 3 . Preferably, according to the research data and experience, the thickness of the mud cover in actual construction is 6-7 times of the building void, that is, 270mm, and the thickness of the infiltration soil is 270mm-45mm=225mm. After calculation, V penetration=1.048m 3 , the total occupancy The amount is Vtotal = 1.556m 3 .

优选地,注/补浆控制具体为:注浆压力依据数值模拟计算结果控制在0.1Mpa左右,随时观察注浆压力及流量。优选地,顶进15m后,每隔1根管安装一套注浆管路,并设置三通阀门,视需要及时进行二次补浆。Preferably, the grouting/replenishing control specifically includes: the grouting pressure is controlled at about 0.1 Mpa according to the numerical simulation calculation results, and the grouting pressure and flow rate are observed at any time. Preferably, after jacking for 15m, a set of grouting pipelines is installed every other pipe, and a three-way valve is set, and secondary grouting can be carried out in time if necessary.

优选地,在试验段顶进时的主要控制项目包括触变泥浆密封性控制和顶进姿态控制。Preferably, the main control items during jacking in the test section include thixotropic mud tightness control and jacking attitude control.

优选地,触变泥浆密封性控制的相应措施为:在工具管110管尾内设置两道环形钢密封刷,密封刷中间涂抹油脂,在管道顶进过程中,如有发现渗漏及时补充油脂。并且在顶进过程中做好触变泥浆注浆的及时跟进和补浆,确保管道外侧空隙的触变泥浆在顶进过程中一直处于饱和状态,对管道接口渗漏处采用油麻进行封堵。Preferably, the corresponding measures to control the tightness of the thixotropic mud are as follows: install two ring-shaped steel seal brushes in the tail of the tool pipe 110, apply grease in the middle of the seal brushes, and replenish the grease in time if any leakage is found during the pipeline jacking process . And during the jacking process, timely follow-up and grouting of thixotropic mud grouting should be done to ensure that the thixotropic mud in the outer space of the pipeline is always in a saturated state during the jacking process, and oil hemp is used to seal the leakage of the pipeline interface Blocking.

优选地,顶进姿态控制的相应措施为:采取主动控制与被动控制相结合的方式进行,高度重视主动控制,积极实施被动控制。优选地,管道在顶进过程中,应遵循“勤测量、勤纠偏、微纠偏”的原则,采用小角度、顶进中逐渐纠偏。Preferably, the corresponding measures for jacking attitude control are as follows: adopt a combination of active control and passive control, attach great importance to active control, and actively implement passive control. Preferably, during the jacking process of the pipeline, the principle of "frequent measurement, frequent deviation correction, and slight deviation correction" should be followed, and small angles should be adopted to gradually correct deviation during jacking.

优选地,人工顶管顶进方法还包括在顶管组件进行试验段顶进的情况下对试验段的地表沉降进行监测。试验段设置有至少两个监测断面,每个监测断面设置有至少两个监测点,监测点在顶进前采集初始值并在顶进期间在间隔预设时间的情况下对监测断面进行一次监测数据采集。Preferably, the artificial pipe jacking method further includes monitoring the ground settlement of the test section when the pipe jacking assembly is jacking the test section. The test section is provided with at least two monitoring sections, and each monitoring section is provided with at least two monitoring points. The monitoring points collect initial values before jacking and monitor the monitoring section once during the jacking at a preset time interval. data collection.

优选地,测量监测地表沉降的具体方式包括:地表沉降点布置在管道两侧向上45°影响线范围内,从中线点向两侧间距分别为1m、2m、3m、5m。每个监测断面9个点,沿顶进方向每隔5m布置一个监测断面。顶进前采集初始值,且顶进期间每间隔3h对监测断面进行一次监测数据采集。Preferably, the specific method of measuring and monitoring the surface settlement includes: the surface settlement points are arranged within the range of the 45° influence line upwards on both sides of the pipeline, and the distances from the midline point to the two sides are 1m, 2m, 3m, and 5m respectively. Each monitoring section has 9 points, and a monitoring section is arranged every 5m along the jacking direction. The initial value is collected before jacking, and monitoring data is collected on the monitoring section every 3 hours during jacking.

优选地,人工顶管顶进方法还包括在顶管组件进行顶进的情况下对顶管组件的顶进姿态进行监测。优选地,在始发井位于顶管掘进中心线的位置处设置有监控量测管道顶进姿态的第一测量装置。优选地,工具管110设置有监控量测管道顶进姿态的第二测量装置。在顶管组件单次顶进距离达到预设值的情况下,第二测量装置和第一测量装置进行一次测量。顶管组件基于第二测量装置和第一测量装置的测量结果判断是否调节顶进姿态。Preferably, the artificial pipe jacking method further includes monitoring the jacking posture of the pipe jacking assembly when the pipe jacking assembly is jacking. Preferably, a first measuring device for monitoring and measuring the jacking posture of the pipeline is provided at a position where the originating shaft is located at the center line of the pipe jacking. Preferably, the tool pipe 110 is provided with a second measuring device for monitoring the jacking attitude of the measuring pipeline. When the single jacking distance of the pipe jacking assembly reaches a preset value, the second measuring device and the first measuring device perform one measurement. The pipe jacking assembly judges whether to adjust the jacking posture based on the measurement results of the second measuring device and the first measuring device.

优选地,监测顶管组件顶进姿态的具体方式包括:初始顶进后500mm,顶进测量开始,每顶进300mm做一次中心、高程记录。优选地,第一测量装置可以是激光经纬仪。优选地,激光经纬仪安装于始发井内壁处的顶管掘进中心线上。优选地,由于本实施例管道前方为工具管110,无法设置固定的的激光接收靶,故只能设置移动式激光接收装置。优选地,本实施例施工时采用简易激光接收装置。优选地,简易激光接收装置包括一把水平尺、一把钢尺。优选地,每次观测时,钢尺水平放置在顶进管道内(利用水平尺找平),水平尺垂直放置在钢尺上且有刻度的边线应与激光束对齐、吻合。Preferably, the specific method for monitoring the jacking posture of the pipe jacking assembly includes: 500mm after the initial jacking, the jacking measurement starts, and a center and elevation record is made every 300mm of jacking. Preferably, the first measuring device may be a laser theodolite. Preferably, the laser theodolite is installed on the center line of pipe jacking at the inner wall of the originating shaft. Preferably, since the tool tube 110 is in front of the pipeline in this embodiment, a fixed laser receiving target cannot be installed, so only a mobile laser receiving device can be installed. Preferably, a simple laser receiving device is used during construction in this embodiment. Preferably, the simple laser receiving device includes a level ruler and a steel ruler. Preferably, for each observation, the steel ruler is placed horizontally in the jacking pipe (leveled with a level ruler), the level ruler is placed vertically on the steel ruler and the scaled edges should be aligned and coincident with the laser beam.

优选地,施工人员通过试验段顶进得出:顶管顶进过程中地表沉降变化规律与数值模拟分析规律基本吻合,且各监测断面最大沉降值为管道中线位置,沉降范围基本吻合。试验段高程偏差为-16mm~+6mm满足施工规范要求(规范-50mm~+40mm)。试验段水平偏差为2mm~16mm满足施工规范要求(规范50mm)。优选地,顶管姿态预控制装置及措施的实际应用结果表明,姿态调整控制措施确保了顶进轴线的偏差在允许规定值以内。优选地,根据监测数据显示,触变泥浆注浆压力控制在0.1Mpa左右,地表沉降控制效果较好。现场实际每延米注浆量1.23m3,理论注浆量为1.556m3。优选地,当注浆压力达到0.1Mpa时,实际注浆量为理论计算量的80%,地表沉降控制效果良好,能够达到良好的减阻效果。Preferably, the construction personnel obtained through the jacking of the test section: the surface settlement change law during the pipe jacking process is basically consistent with the numerical simulation analysis law, and the maximum settlement value of each monitoring section is the position of the pipeline centerline, and the settlement range is basically consistent. The elevation deviation of the test section is -16mm ~ +6mm to meet the requirements of the construction specification (standard -50mm ~ +40mm). The horizontal deviation of the test section is 2mm ~ 16mm, which meets the requirements of the construction specification (standard 50mm). Preferably, the actual application results of the pipe jacking attitude pre-control device and measures show that the attitude adjustment control measures ensure that the deviation of the jacking axis is within the allowable specified value. Preferably, according to the monitoring data, the grouting pressure of the thixotropic mud is controlled at about 0.1Mpa, and the control effect of the surface settlement is better. The actual grouting volume per linear meter on site is 1.23m 3 , and the theoretical grouting volume is 1.556m 3 . Preferably, when the grouting pressure reaches 0.1Mpa, the actual grouting amount is 80% of the theoretically calculated amount, the surface settlement control effect is good, and a good drag reduction effect can be achieved.

优选地,在顶管顶进入洞后,将前4节钢筋混凝土管材通过槽钢进行拉紧联系,槽钢与管道注浆孔通过高强螺栓进行固定牢固,使其形成一个整体,预防前端混凝土管节因顶进过程中,相互之间出现一定程度的错位,加剧工具管110姿态调整的困难。优选地,姿态调整控制措施确保了顶进轴线的偏差在规定值以内。Preferably, after the top of the pipe jacking enters the hole, the first 4 sections of reinforced concrete pipes are tightened and connected through channel steel, and the channel steel and the pipe grouting hole are fixed firmly by high-strength bolts to form a whole to prevent the concrete pipe at the front end from During the jacking process, there is a certain degree of misalignment between them, which aggravates the difficulty of attitude adjustment of the tool pipe 110 . Preferably, the attitude adjustment control measures ensure that the deviation of the jacking axis is within a specified value.

优选地,在工具管110与中间节之间设置液压铰接装置,环向均匀设置4处,中间管120与尾管130之间设置4组8个液压千斤顶。可对姿态进行动态调整。Preferably, a hydraulic articulation device is arranged between the tool pipe 110 and the intermediate section, at 4 locations evenly in the circumferential direction, and 4 groups of 8 hydraulic jacks are arranged between the intermediate pipe 120 and the tail pipe 130 . The attitude can be adjusted dynamically.

优选地,顶进过程中将前段4节钢筋混凝土管材通过槽钢进行拉紧联系,槽钢通过注浆孔间隔固定,环向均匀设置5道。优选地,姿态调整装置,最大调整角度为2°,调整量约58mm,同时接力顶进的方式能够及时有效地实现姿态预控。优选地,对前端4节混凝土管,采用槽钢间隔进行拉紧联系,使其形成整体,提前采取预控制措施,减小姿态出现较大偏差。优选地,顶管顶进时,地面沉降规律为:沿顶管顶进方向,随着顶距的增大,地面沉降位移逐渐增大并趋于稳定;在水平方向上,管顶正上方位移沉降最大,且沉降槽范围为-11m~11m;优选地,顶管施工时,行车荷载对地面沉降有不利的影响,非过路段地面沉降稳定值约为8mm,过路段地面沉降稳定值约为18mm;优选地,注浆减阻可有效的抑制地层沉降。Preferably, during the jacking process, the four reinforced concrete pipes in the front section are tensioned and connected through channel steel, and the channel steel is fixed at intervals through grouting holes, and 5 channels are evenly arranged in the circumferential direction. Preferably, the attitude adjustment device has a maximum adjustment angle of 2° and an adjustment amount of about 58 mm. At the same time, the relay jacking method can realize attitude pre-control in a timely and effective manner. Preferably, the 4 sections of concrete pipe at the front end are tensioned and connected by channel steel intervals to form a whole, and pre-control measures are taken in advance to reduce large deviations in posture. Preferably, during pipe jacking, the law of land subsidence is as follows: along the direction of pipe jacking, with the increase of the jacking distance, the ground subsidence displacement gradually increases and tends to be stable; in the horizontal direction, the displacement directly above the pipe top The settlement is the largest, and the range of the settlement trough is -11m ~ 11m; preferably, during the pipe jacking construction, the traffic load has an adverse effect on the ground settlement. The ground settlement stability value of the non-road section is about 8mm, and the ground settlement stability value of the road section is about 18mm; Preferably, grouting drag reduction can effectively suppress formation settlement.

优选地,顶管覆土浅时,触变泥浆压入地层时的压力必须稳定、精确,以防触变泥浆击穿地层。从现场实际注浆量来看,当注浆压力在0.1Mpa左右(两倍覆土压力),注浆连续饱满,实际注浆量达到理论计算量的80%,现场地表沉降控制效果良好,且能够达到良好的减阻效果。Preferably, when the pipe jacking is shallow, the pressure when the thixotropic mud is pressed into the formation must be stable and accurate to prevent the thixotropic mud from breaking down the formation. Judging from the actual grouting volume on site, when the grouting pressure is about 0.1Mpa (twice the overburden pressure), the grouting is continuous and full, and the actual grouting volume reaches 80% of the theoretically calculated volume. achieve a good drag reduction effect.

优选地,地面沉降量(公路)规范要求≤20mm;试验段地表累计沉降量为5mm~10mm略大于数值模拟分析地表累计沉降量的7mm;过路段地表累计沉降量为15mm~18mm,与值模拟分析地表累计沉降量的17mm基本一致。Preferably, the ground subsidence (highway) specification requires ≤20mm; the cumulative surface subsidence of the test section is 5mm to 10mm, which is slightly larger than the 7mm of the cumulative surface subsidence analyzed by the numerical simulation; The cumulative surface settlement of 17mm is basically the same.

本实施例可调节顶进姿态,施工操作便捷、调整量相对较大,对顶管姿态偏差大的情况,可以有效的进行纠正。顶管管材拉紧装置能够保证将顶进土层中的前端管材紧密的拉紧形成整体,避免管节之间错位,防止后续顶进期间造成较大轴线偏差。In this embodiment, the jacking attitude can be adjusted, the construction operation is convenient, the adjustment amount is relatively large, and the situation of large deviation of the pipe jacking attitude can be effectively corrected. The pipe jacking pipe tensioning device can ensure that the front end pipes that are jacked into the soil layer are tightly tightened to form a whole, so as to avoid misalignment between pipe joints and prevent large axis deviation during subsequent jacking.

本实施例利用MIDAS-GTS NX有限元软件,建立贴合现场工况下的顶管施工模型,得出非过路段顶进阶段及下穿道路顶进阶段地面沉降的规律,为顶管施工提供有效的数据参考。This example uses the MIDAS-GTS NX finite element software to establish a pipe jacking construction model that fits the site conditions, and obtains the law of ground subsidence during the jacking stage of the non-passing road section and the jacking stage of the underpassing road, providing a basis for pipe jacking construction. A valid data reference.

本实施例通过试验段顶进得出最佳的触变泥浆参数(包括触变泥浆注浆量、注浆压力及浆液配比等),同时对管尾密封刷、工具管与中间管连接处设置的橡胶密封环及姿态控制装置进行现场实践检验。In this embodiment, the best thixotropic mud parameters (including thixotropic mud grouting volume, grouting pressure and grout ratio, etc.) The set rubber sealing ring and attitude control device are tested on-site.

本实施例通过优化以往沉降控制方法的实施效果,最大限度地减小顶进施工对地层及地面环境的影响。本实施例利用数值模拟得出的地面沉降曲线对全过程顶管顶进进行实时对照,及时调控,地表最终累计沉降量控制在7mm~17mm之间,符合规范要求。本实施例通过试验段分析,得出触变泥浆比重为1.05~1.07,注浆压力控制在0.1MPaMPa左右时顶进效果最佳,同时触变泥浆注入率控制在理论注浆量的80%,即能保证同样的减摩效果且经济合理。本实施例在工具管110与混凝土管之间设置2道环形钢密封刷,密封刷中间填充油脂,保证管口的密封性,同时优化触变泥浆配比,及时进行补浆,管外泥浆始终达到饱和状态可有效减小地面沉降。In this embodiment, by optimizing the implementation effect of previous settlement control methods, the impact of jacking construction on the stratum and ground environment is minimized. In this embodiment, the ground subsidence curve obtained by numerical simulation is used to conduct real-time comparison and timely control of the whole process of pipe jacking, and the final cumulative settlement of the ground surface is controlled between 7 mm and 17 mm, which meets the requirements of the specification. Through the analysis of the test section in this embodiment, it can be concluded that the specific gravity of the thixotropic mud is 1.05-1.07, and the jacking effect is the best when the grouting pressure is controlled at about 0.1 MPa, and the injection rate of the thixotropic mud is controlled at 80% of the theoretical grouting amount. That is to say, the same anti-friction effect can be guaranteed and it is economical and reasonable. In this embodiment, two ring-shaped steel sealing brushes are set between the tool pipe 110 and the concrete pipe, and grease is filled in the middle of the sealing brushes to ensure the sealing performance of the nozzle. Saturation can effectively reduce land subsidence.

优选地,在实施例的顶管断面范围内存在位置相交、斜交的废弃φ800mmPE管和φ600mm的污水管,阻碍工具管110切土顶进。障碍物清除需有一定的安全作业空间,同时清障期间需防止上部土体塌落,保证作业人员安全。Preferably, there are intersecting and oblique discarded φ800mm PE pipes and φ600mm sewage pipes within the range of the pipe jacking section in the embodiment, which hinders the cutting and jacking of the tool pipe 110 . Obstacle removal requires a certain safe working space, and at the same time, it is necessary to prevent the upper soil from collapsing during obstacle removal to ensure the safety of operators.

实施例2Example 2

本实施例是对实施例1的进一步改进,重复的内容不再赘述。This embodiment is a further improvement on Embodiment 1, and repeated content will not be repeated here.

本实施例提供一种人工顶管顶进系统。所述人工顶管顶进系统至少包括数据分析模块、数据采集模块和顶管施工模块。所述分析模块,建立贴合现场物理参数的顶管施工模型,得出地面沉降的规律,为顶管施工提供有效的数据参考。所述顶管施工模型预设有模拟通过注浆减阻的方式抑制地层沉降的注浆体单元。所述施工模块,通过顶管组件调节混混凝土管道200的顶进姿态,并从所述混凝土管道200内部向所述混凝土管道200外注入触变泥浆以填补所述混凝土管道200与土体间的空隙。所述施工模块还基于所述顶管施工模型提供的参考数据,利用顶管组件进行试验段顶进。所述数据采集模块,在所述施工模块进行试验段顶进的情况下,采集触变泥浆参数和与之对应的地面沉降数据和顶进姿态数据,并将采集到的触变泥浆参数和与之对应的地面沉降数据和顶进姿态数据发送至数据分析模块。数据分析模块筛选出引起地面沉降最小的顶管触变泥浆参数。所述触变泥浆参数至少包括触变泥浆的注浆量、注浆压力和浆液配比。This embodiment provides an artificial pipe jacking system. The artificial pipe jacking system at least includes a data analysis module, a data acquisition module and a pipe jacking construction module. The analysis module establishes a pipe jacking construction model conforming to the physical parameters of the site, obtains the law of land subsidence, and provides effective data reference for pipe jacking construction. The pipe jacking construction model is preset with a grouting unit for simulating suppression of formation settlement through grouting. The construction module adjusts the jacking posture of the concrete pipeline 200 through the pipe jacking assembly, and injects thixotropic mud from the inside of the concrete pipeline 200 to the outside of the concrete pipeline 200 to fill the gap between the concrete pipeline 200 and the soil. void. The construction module is also based on the reference data provided by the pipe jacking construction model, and uses the pipe jacking assembly to carry out the jacking of the test section. The data acquisition module collects the thixotropic mud parameters and the corresponding land subsidence data and jacking attitude data when the construction module is jacking the test section, and combines the collected thixotropic mud parameters with the The corresponding ground subsidence data and jacking attitude data are sent to the data analysis module. The data analysis module screens out the pipe jacking thixotropic mud parameters that cause the least ground subsidence. The parameters of the thixotropic mud at least include the grouting amount of the thixotropic mud, the grouting pressure and the grout ratio.

优选地,数据采集模块在建立顶管施工模型前对施工现场相关的物理参数进行采集。优选地,施工现场相关的物理参数包括拟建管线施工场地范围内地面建筑情况,地面沉降抑制方式,地下埋设管线现况,拟建管线覆土地层组成,施工用管道参数,施工用设备参数等等。Preferably, the data collection module collects physical parameters related to the construction site before establishing the pipe jacking construction model. Preferably, the physical parameters related to the construction site include ground building conditions within the scope of the proposed pipeline construction site, ground subsidence suppression methods, the current status of buried pipelines, the composition of the overlying soil stratum of the proposed pipeline, construction pipeline parameters, construction equipment parameters, etc. .

优选地,数据采集模块将采集到的施工现场相关的物理参数发送至数据分析模块。优选地,数据采集模块基于施工现场相关物理参数利用MIDAS-GTS NX有限元软件,建立贴合现场工况下的顶管施工模型,并对顶管施工模型进行仿真模拟。Preferably, the data collection module sends the collected physical parameters related to the construction site to the data analysis module. Preferably, the data acquisition module uses MIDAS-GTS NX finite element software based on the relevant physical parameters of the construction site to establish a pipe jacking construction model that fits the site conditions, and simulates the pipe jacking construction model.

优选地,仿真模拟步骤包括:Preferably, the simulation step includes:

步骤1:初始应力场平衡,得到未开挖状态的应力场。Step 1: Balance the initial stress field to obtain the stress field in the unexcavated state.

步骤2:顶管过路段地面设置均布交通荷载,正常情况下道路汽车荷载为汽-20级,施工区域限制交通,汽-20级的重车不允许通过。故地面交通荷载为(顶管下穿路面为沥青lumina,双向四车道,单车道3.5m):p汽=G汽/S=1.428×104Pa式中G汽指汽车自重,按照前排车轮7吨,后排车轮13吨分配;S指汽车荷载作用的刚性路面板面积(长为4m,宽为3.5m)。Step 2: Set uniformly distributed traffic load on the ground of the pipe jacking section. Under normal circumstances, the road vehicle load is steam-20, and traffic is restricted in the construction area. Heavy vehicles of steam-20 are not allowed to pass. Therefore, the traffic load on the ground is (asphalt lumina under the pipe jacking, two-way four-lane, single-lane 3.5m): p steam = G steam / S = 1.428 × 104Pa where G steam refers to the weight of the vehicle, according to the front wheel 7 tons , the distribution of 13 tons to the rear wheels; S refers to the rigid pavement area of the vehicle load (length is 4m, width is 3.5m).

计算中荷载取最不利值考虑,即管体正上方承受汽-20级的行车均布荷载,考虑到汽车的冲击影响最终的交通荷载为:p=1.3p汽=1.856×104Pa。The most unfavorable load is taken into consideration in the calculation, that is, the uniformly distributed load of the steam-20 grade directly above the pipe body, and the final traffic load considering the impact of the car is: p=1.3p steam=1.856×104Pa.

步骤3:采用MIDAS-GTS的网格钝化及激活功能模拟土体开挖,开挖一步顶进一步,考虑到本工程人工开挖工艺特点,采用工具管切土顶进方式,开挖面靠土体自稳性保持平衡,故模型中开挖面处未设置支护压力。开挖时钝化要开挖的土体单元,激活工具管壳单元,顶进时激活顶管管节单元、注浆等代层单元及注浆压力,每次掘进2.5m,重复上述步骤,直至顶管贯通(顶距为100m)。Step 3: Use the grid passivation and activation functions of MIDAS-GTS to simulate soil excavation, and excavate step by step. Considering the manual excavation process characteristics of this project, the tool pipe cutting soil jacking method is adopted, and the excavation surface is close to The self-stability of the soil remains balanced, so no support pressure is set at the excavation face in the model. Passivate the soil unit to be excavated during excavation, activate the tool shell unit, activate the pipe jacking joint unit, grouting and other layer units and grouting pressure during jacking, and repeat the above steps for each excavation of 2.5m. Until the pipe jacking runs through (the jacking distance is 100m).

优选地,模拟结束后对模拟结果进行分析,得出非过路段顶进阶段及下穿道路顶进阶段地面沉降的规律,为顶管施工提供有效的数据参考。Preferably, after the simulation is completed, the simulation results are analyzed to obtain the law of ground settlement during the jacking stage of the non-passing road section and the jacking stage of the underpassing road, so as to provide effective data reference for pipe jacking construction.

施工模块包括顶管组件。优选地,顶管组件包括工具管110、中间管120和尾管130。工具管110与中间管120之间设置有通过设置不同长度改变工具管110与中间管120夹角以实现顶进姿态预控调节的至少两个第一伸缩装置140。第一伸缩装置140能够与中间管120与尾管130间设置的第二伸缩装置150配合接力,以实现工具管110与中间管120的顶进。Construction modules include pipe jacking components. Preferably, the jack tube assembly includes a tool tube 110 , an intermediate tube 120 and a tail tube 130 . At least two first telescopic devices 140 are provided between the tool tube 110 and the intermediate tube 120 to change the angle between the tool tube 110 and the intermediate tube 120 by setting different lengths to realize the pre-control adjustment of the jacking posture. The first telescopic device 140 can cooperate with the second telescopic device 150 disposed between the intermediate pipe 120 and the tail pipe 130 to realize jacking of the tool pipe 110 and the intermediate pipe 120 .

优选地,工具管110和中间管120之间设置的第一伸缩装置140可以是液压铰接装置,并且环向均匀设置有4处。优选地,中间管120与尾管130间设置的第二伸缩装置150可以是液压千斤顶装置。优选地,液压千斤顶装置环向均匀设置有4组8个。顶管组件利用前端液压铰接装置和尾端液压千斤顶装置,可实现顶进姿态的预控调管和配合接力顶进。顶管组件施工便捷、工效高,配合管道拉紧方式,在顶管顶进过程中可将轴线控制在规范允许值以内。Preferably, the first telescoping device 140 provided between the tool pipe 110 and the intermediate pipe 120 may be a hydraulic hinge device, and there are four uniformly arranged circumferentially. Preferably, the second telescoping device 150 provided between the middle pipe 120 and the tail pipe 130 may be a hydraulic jack device. Preferably, there are 4 groups of 8 hydraulic jack devices evenly arranged in the circumferential direction. The pipe jacking assembly utilizes the hydraulic hinged device at the front end and the hydraulic jack device at the rear end, which can realize the pre-control tube adjustment of the jacking attitude and the relay jacking. The pipe jacking assembly is convenient in construction and high in work efficiency. With the pipe tensioning method, the axis can be controlled within the allowable value of the code during the pipe jacking process.

优选地,尾管130不连接第二伸缩装置150的一侧连接混凝土管道200。优选地,混凝土管道200不与尾管130连接的一端设置有保护板162。保护板162与第三伸缩装置160的一端连接。第三伸缩装置160的另一端于设置在始发井上的支撑壁161连接。Preferably, one side of the tail pipe 130 not connected to the second expansion device 150 is connected to the concrete pipe 200 . Preferably, the end of the concrete pipe 200 not connected to the tailpipe 130 is provided with a protective plate 162 . The protective plate 162 is connected to one end of the third telescopic device 160 . The other end of the third telescoping device 160 is connected to the supporting wall 161 arranged on the originating shaft.

优选地,4个第一伸缩装置140通过设置不同长度改变工具管110与中间管120夹角以实现顶进姿态预控调节。优选地,在工具管110完成顶进姿态调节的情况下,第二伸缩装置150伸长,从而开辟出进行顶管的通道。优选地,在第二伸缩装置150完成伸长后,第三伸缩装置160进行伸长同时第二伸缩装置150收缩,第二伸缩装置150和第三伸缩装置160配合完成混凝土管道200的顶进。Preferably, the four first telescoping devices 140 change the angle between the tool tube 110 and the intermediate tube 120 by setting different lengths to achieve pre-control adjustment of the jacking posture. Preferably, when the jacking posture adjustment of the tool pipe 110 is completed, the second telescoping device 150 is extended to open a channel for pipe jacking. Preferably, after the second telescopic device 150 completes the extension, the third telescopic device 160 extends while the second telescopic device 150 contracts, and the second telescopic device 150 and the third telescopic device 160 cooperate to complete the jacking of the concrete pipe 200 .

优选地,施工模块基于所述顶管施工模型提供的参考数据进行试验段顶进。优选地,所述数据采集模块,在所述施工模块进行试验段顶进的情况下,采集触变泥浆参数和与之对应的地面沉降数据和顶进姿态数据,并筛选出引起地面沉降最小的顶管触变泥浆参数。Preferably, the construction module performs jacking of the test section based on the reference data provided by the pipe jacking construction model. Preferably, the data acquisition module collects thixotropic mud parameters and corresponding ground settlement data and jacking attitude data when the construction module is jacking the test section, and screens out the ones that cause the smallest ground settlement. Pipe jacking thixotropic mud parameters.

优选地,所述数据采集模块在施工模块进行试验段顶进过程中得出最佳触变泥浆参数(包括触变泥浆注浆量、注浆压力及浆液配比等),同时对新型管尾密封刷及姿态控制装置进行现场实践检验。Preferably, the data acquisition module obtains the best thixotropic mud parameters (including thixotropic mud grouting amount, grouting pressure and grout ratio, etc.) Sealing brushes and attitude control devices are tested on-site.

需要注意的是,上述具体实施例是示例性的,本领域技术人员可以在本发明公开内容的启发下想出各种解决方案,而这些解决方案也都属于本发明的公开范围并落入本发明的保护范围之内。本领域技术人员应该明白,本发明说明书及其附图均为说明性而并非构成对权利要求的限制。本发明的保护范围由权利要求及其等同物限定。在全文中,“优选地”所引导的特征仅为一种可选方式,不应理解为必须设置,故此申请人保留随时放弃或删除相关优选特征之权利。本发明说明书包含多项发明构思,诸如“优选地”、“根据一个优选实施方式”或“可选地”均表示相应段落公开了一个独立的构思,申请人保留根据每项发明构思提出分案申请的权利。It should be noted that the above specific embodiments are exemplary, and those skilled in the art can come up with various solutions inspired by the disclosure of the present invention, and these solutions also belong to the scope of the disclosure of the present invention and fall within the scope of this disclosure. within the scope of protection of the invention. Those skilled in the art should understand that the description and drawings of the present invention are illustrative rather than limiting to the claims. The protection scope of the present invention is defined by the claims and their equivalents. Throughout the text, the features introduced by "preferably" are only optional, and should not be interpreted as having to be set. Therefore, the applicant reserves the right to waive or delete relevant preferred features at any time. The description of the present invention contains a number of inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally" all indicate that the corresponding paragraph discloses an independent concept, and the applicant reserves the right to propose a division based on each inventive concept right to apply.

Claims (10)

1. An artificial pipe jacking method is characterized by at least comprising the following steps:
adjusting the orientation of the tool tube (110);
advancing an intermediate tube (120) and the tool tube (110) in an orientation of the tool tube (110);
jacking a concrete pipe (200), wherein the concrete pipe (200) is jacked inside the intermediate pipe (120) so as to ensure that the jacking direction of the concrete pipe (200) is unchanged.
2. The artificial pipe jacking method according to claim 1, further comprising: and (3) the concrete pipeline (200) at the front end is in tension connection, so that the concrete pipeline (200) is prevented from being dislocated in the jacking process.
3. The artificial jacking method according to claim 1 or 2, further comprising: in the jacking process, thixotropic slurry is injected into the outer wall of the concrete pipeline (200), and thixotropic slurry is injected outside to form a slurry sleeve so as to fill a gap between the concrete pipeline (200) and a soil body.
4. The artificial jacking method according to any one of claims 1 to 3, further comprising: before formal jacking, establishing a construction model according to the depth, geological conditions and environmental conditions of pipe jacking construction, and calculating thixotropic slurry parameters for minimizing ground settlement, wherein the thixotropic slurry parameters at least comprise the grouting pressure and the slurry ratio of the thixotropic slurry.
5. The artificial push pipe jacking method according to any one of claims 1 to 4, wherein at least two different parameters of the thixotropic slurry are set based on the parameters of the thixotropic slurry calculated by simulation to perform test section jacking;
and in the jacking process of the test section, collecting ground settlement data, and screening out the thixotropic slurry parameters with the best ground settlement inhibition effect according to the collected ground settlement data.
6. The artificial push pipe jacking method as claimed in any one of claims 1 to 5, wherein said acquisition of ground settlement data is performed by dividing a plurality of data monitoring sections on the ground surface corresponding to the test section;
the data monitoring section is provided with more than two monitoring points, and the monitoring points are arranged in a mode of carrying out primary monitoring data acquisition on the monitoring section at preset time intervals under the condition of pipe jacking construction.
7. The artificial push pipe jacking method as claimed in any one of claims 1 to 6, wherein said construction model is subjected to multi-step simulation by changing material assignment; the simulation step comprises:
carrying out initial stress field balance to obtain a stress field in an trenchless state;
and simulating soil body excavation, wherein excavation and jacking are alternately performed, a mud equivalent layer is arranged to simulate the drag reduction effect of grouting, and uniform force is applied to the inner surface and the outer surface of the mud equivalent layer to replace grouting pressure.
8. The artificial push pipe jacking method as claimed in any one of claims 1 to 7, wherein in the adjustment of the orientation of said tool pipe (110), a mode of coordinated adjustment of a plurality of first telescopic devices (140) is employed;
a plurality of first telescopic devices (140) are arranged between the tool pipe (110) and the middle pipe (120), and the included angle between the tool pipe (110) and the middle pipe (120) is controlled by setting the lengths of different first telescopic devices (140).
9. The utility model provides an artifical push pipe jacking system, its characterized in that, artifical push pipe jacking system includes push pipe construction module at least, push pipe construction module includes at least: a tool tube (110), an intermediate tube (120), a first telescoping device (140), a second telescoping device (150), and a third telescoping device (160);
the first telescopic device (140) is used for adjusting the orientation of the tool pipe (110);
the tool pipe (110) is jacked in, and the middle pipe (120) and the tool pipe (110) are jacked in the direction of the tool pipe (110) through a second telescoping device (150);
and (2) jacking the concrete pipeline (200), and jacking the concrete pipeline (200) through a third telescopic device (160), wherein the concrete pipeline (200) is jacked inside the intermediate pipe (120), so that the jacking direction of the concrete pipeline (200) is ensured to be unchanged.
10. The artificial pipe jacking system according to claim 9, wherein the artificial pipe jacking system further comprises a data analysis module and a data acquisition module;
the data analysis module is used for establishing a pipe-jacking construction model fitting on-site physical parameters, simulating the pipe-jacking construction model and at least obtaining a change rule related to the ground settlement and the jacking distance and/or thixotropic slurry, wherein a grouting body unit for simulating the inhibition of the formation settlement in a grouting drag reduction mode is preset in the pipe-jacking construction model;
the jacking pipe construction module adjusts the jacking posture of the mixed concrete pipeline (200) through the jacking pipe assembly; thixotropic slurry is injected from the interior of the concrete pipeline (200) to the exterior of the concrete pipeline (200) to fill the gap between the concrete pipeline (200) and the soil body; setting at least two different thixotropic slurry parameters based on the simulation result of the pipe jacking construction model to enable the pipe jacking assembly to carry out test section jacking;
the data acquisition module acquires ground settlement data under the condition that the construction module carries out test section jacking, and sends the ground settlement data to the analysis module;
in response to receipt of the ground settlement data, the data analysis module screens out the thixotropic mud parameter that causes the minimum ground settlement from at least two different thixotropic mud parameters, wherein the thixotropic mud parameters include at least a grouting pressure and a slurry ratio of the thixotropic mud.
CN202210709284.6A 2022-06-21 2022-06-21 Manual pipe jacking system and method Pending CN115264174A (en)

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