CN114703921B - A construction method for preventing sudden surge based on temporary bottom sealing structure - Google Patents

A construction method for preventing sudden surge based on temporary bottom sealing structure Download PDF

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CN114703921B
CN114703921B CN202210110420.XA CN202210110420A CN114703921B CN 114703921 B CN114703921 B CN 114703921B CN 202210110420 A CN202210110420 A CN 202210110420A CN 114703921 B CN114703921 B CN 114703921B
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shaft
vertical shaft
steel pipe
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CN114703921A (en
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张功
李皓
王贺旺
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Beijing Uni Construction Group Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E03WATER SUPPLY; SEWERAGE
    • E03BINSTALLATIONS OR METHODS FOR OBTAINING, COLLECTING, OR DISTRIBUTING WATER
    • E03B3/00Methods or installations for obtaining or collecting drinking water or tap water
    • E03B3/06Methods or installations for obtaining or collecting drinking water or tap water from underground
    • E03B3/08Obtaining and confining water by means of wells
    • E03B3/10Obtaining and confining water by means of wells by means of pit wells
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B3/00Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/12Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
    • YGENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02EREDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00Energy generation through renewable energy sources
    • Y02E10/20Hydro energy

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Abstract

本发明涉及一种基于临时封底结构防突涌的施工方法,至少包括:在设置隔水加固结构之前,在不受承压水层影响的第一位置设置预设与竖井尺寸匹配的至少一个临时封底结构,第一位置与承压水层之间的距离不小于其中,γ为不透水层重度,γω为水的重度,h为承压水水头高度;在第一位置与第二位置之间设置纵向向下延伸至指定深度的纵向加固结构和在第六位置处设置隔水封底结构,并且纵向加固结构和隔水封底结构相接形成一体的隔水加固结构以使得隔水加固结构隔断内外水力联系,以增加竖井坑底抵抗承压水突涌的能力;其中,第一位置与第六位置之间的距离不小于4m,第二位置与第一位置之间的距离不小于1m,第二位置处在承压水水位线以上。

The present invention relates to a construction method for preventing sudden surge based on a temporary bottom sealing structure, which at least comprises: before setting up a water-proof reinforcement structure, setting up at least one temporary bottom sealing structure preset to match the size of the shaft at a first position not affected by the confined water layer, and the distance between the first position and the confined water layer is not less than Among them, γ is the density of the impermeable layer, γ ω is the density of water, and h is the height of the pressurized water head; a longitudinal reinforcement structure extending longitudinally downward to a specified depth is arranged between the first position and the second position, and a waterproof bottom sealing structure is arranged at the sixth position, and the longitudinal reinforcement structure and the waterproof bottom sealing structure are connected to form an integrated waterproof reinforcement structure so that the waterproof reinforcement structure cuts off the internal and external hydraulic connection, so as to increase the ability of the shaft bottom to resist the sudden surge of pressurized water; wherein, the distance between the first position and the sixth position is not less than 4m, the distance between the second position and the first position is not less than 1m, and the second position is above the water level line of the pressurized water.

Description

一种基于临时封底结构防突涌的施工方法A construction method for preventing sudden surge based on temporary bottom sealing structure

本发明是申请号为202010958047.4,申请日为2020年9月11日,申请名称为一种基于无降排水的承压水层竖井施工方法的发明专利的分案申请。This invention is a divisional application of an invention patent with application number 202010958047.4, application date September 11, 2020, and application name "A method for constructing a vertical shaft in a confined water layer based on non-drainage".

技术领域Technical Field

本发明涉及竖井施工技术领域,尤其涉及一种基于临时封底结构防突涌的施工方法。The invention relates to the technical field of shaft construction, and in particular to a construction method for preventing sudden surge based on a temporary bottom sealing structure.

背景技术Background technique

随着我国进行南水北调工程的施工,北方地区地下水位逐渐回升给当前市政地铁施工带来一定的困难;为了绿色环保施工保护水源,当前已经禁止对地下水的抽排,进一步加剧了当前竖井施工的难度。目前无压力富水地层的施工方法较多,但针对承压水地层的竖井的开挖技术相对较少。As my country is carrying out the South-to-North Water Diversion Project, the groundwater level in the northern region has gradually risen, which has brought certain difficulties to the current municipal subway construction. In order to protect water sources for green and environmentally friendly construction, the pumping of groundwater has been banned, which has further increased the difficulty of current shaft construction. At present, there are many construction methods for non-pressure water-rich strata, but there are relatively few excavation technologies for shafts in pressurized water strata.

当前的现有技术普遍采用降水来进行承压水层的开挖。例如,中国专利CN110387884A公开了一种用于超深基坑防突涌的施工方法,待开挖的基坑底部靠近承压水层,该施工方法包括:在待开挖基坑的区域周围设置地下连续墙;利用MJS于地下连续墙的底部位置浇筑隔水加固层,且该隔水加固层的周沿与地下连续墙相贴合;利用MJS于隔水加固层上方待开挖的基坑的坑底位置浇筑降压加固层,且该降压加固层的周沿与地下连续墙相贴合;开挖基坑并对应支设支撑结构。本发明有效地解决了超深基坑开挖时具有承压水突涌隐患的问题,并且施工时对周边环境的影响小,不会造成周边建筑的沉降,能够保证施工质量和施工效率。该施工方法虽然能够有效防突涌,但是,其对坑底的加固的一次性的,这对于挖基坑有效,对于需要贯穿承压水层的地铁施工来说,仅进行坑底的一次加固是完全不足够的。The current prior art generally uses precipitation to excavate the confined water layer. For example, Chinese patent CN110387884A discloses a construction method for preventing sudden surges in ultra-deep foundation pits. The bottom of the foundation pit to be excavated is close to the confined water layer. The construction method includes: setting up an underground continuous wall around the area of the foundation pit to be excavated; using MJS to cast a water-proof reinforcement layer at the bottom of the underground continuous wall, and the peripheral edge of the water-proof reinforcement layer is in contact with the underground continuous wall; using MJS to cast a pressure-reducing reinforcement layer at the bottom of the foundation pit to be excavated above the water-proof reinforcement layer, and the peripheral edge of the pressure-reducing reinforcement layer is in contact with the underground continuous wall; excavating the foundation pit and correspondingly supporting the support structure. The present invention effectively solves the problem of the hidden danger of sudden surges of confined water during the excavation of ultra-deep foundation pits, and has little impact on the surrounding environment during construction, will not cause settlement of surrounding buildings, and can ensure construction quality and efficiency. Although this construction method can effectively prevent sudden surges, its reinforcement of the pit bottom is only one-time. This is effective for excavating foundation pits, but for subway construction that needs to penetrate the pressurized water layer, only one-time reinforcement of the pit bottom is completely insufficient.

专利文献CN 104912561B公开了一种高承压水复杂地层条件下盾构连续穿越竖井的施工方法,其包括:步骤1,端头加固;加固竖井端头土体,增加土体的自稳性确保不发生渗流;步骤2,洞门连续墙破除及竖井回填;由下至上分层破除竖井的洞门混凝土,并逐层将竖井内废弃混凝土清除,利用回填物料进行竖井回填;步骤3,盾构掘进以及掘进过程中的监测;步骤4,管片背后注浆管理;盾构机过竖井出洞及进洞时,盾尾在出洞前加强同步注浆,并用雷达检查壁厚注浆效果,根据壁厚注浆效果确定是否进行二次补浆。虽然该发明能够降低盾构穿越竖井时高承压水复杂地层对其产生的危险性。但是,该发明依然是通过设置降水井来进行降排水,然后进行承压水层的竖井开挖,其没有从本质上改变竖井施工方式。Patent document CN 104912561B discloses a construction method for shield continuous crossing of shaft under high pressure water and complex strata conditions, which includes: step 1, end reinforcement; reinforcement of the soil at the end of the shaft, increase of the self-stability of the soil to ensure that no seepage occurs; step 2, breaking of the continuous wall of the portal and backfilling of the shaft; breaking of the portal concrete of the shaft from bottom to top, and removing the waste concrete in the shaft layer by layer, and backfilling the shaft with backfill materials; step 3, shield excavation and monitoring during the excavation process; step 4, grouting management behind the pipe segment; when the shield machine passes through the shaft to exit and enter the hole, the shield tail strengthens the synchronous grouting before exiting the hole, and uses radar to check the wall thickness grouting effect, and determines whether to perform secondary grouting according to the wall thickness grouting effect. Although the invention can reduce the danger of the shield to the high pressure water and complex strata when it passes through the shaft. However, the invention still uses the dewatering well to dewater and then excavates the shaft of the pressure water layer, which does not fundamentally change the shaft construction method.

本发明旨在弥补现状竖井施工技术的不足之处,提供一种解决承压水地层中竖井开挖的新方法,解决地层中水头压力造成涌水、坍塌及井壁变形过大造成的失稳。The present invention aims to make up for the shortcomings of the existing vertical shaft construction technology, provide a new method for solving the problem of vertical shaft excavation in pressurized water strata, and solve the problem of water gushing, collapse and instability caused by excessive deformation of the shaft wall due to the head pressure in the stratum.

专利文献CN 104895570B公开了一种软弱富水地层地铁竖井加固开挖方法,包括如下步骤:步骤1),竖向加固;步骤2),竖向局部开挖;步骤3),横向加固;步骤4),横向扩挖;步骤5),竖井内衬;步骤6),变形监测;步骤7),重复步骤1)~步骤6),开挖至设计标高;步骤8),浇筑底板,开挖至设计标高后,对竖井底部进行浇筑。该发明其所采用的所谓“开挖方式”,首先需要构建整体式的加固体结构,而后续的开挖过程也是基于该加固体结构进行的,即,在加固体结构上开挖刨去多余加固体材料以形成竖井结构,其技术方案整体上是依靠整体施工形成加固体结构后,再通过开挖多余的加固体材料以形成竖井侧壁结构。该发明将消耗更多的加固材料以形成加固体的整体结构,形成后的加固体结构并非完全用于加固作用,还必须去除中间的大部分材料以形成竖井结构,这显然造成更大程度的浪费。与之相比,本发明的竖井的纵向加固结构不是通过“去除整体式加固材料”的方式形成的。Patent document CN 104895570B discloses a method for reinforcing and excavating a subway shaft in a soft and water-rich stratum, comprising the following steps: step 1), vertical reinforcement; step 2), vertical partial excavation; step 3), lateral reinforcement; step 4), lateral expansion; step 5), shaft lining; step 6), deformation monitoring; step 7), repeating steps 1) to 6), excavating to the design elevation; step 8), casting the bottom plate, after excavating to the design elevation, casting the bottom of the shaft. The so-called "excavation method" adopted by the invention first requires the construction of an integral reinforcement structure, and the subsequent excavation process is also based on the reinforcement structure, that is, excavating and shaving off excess reinforcement material on the reinforcement structure to form a shaft structure. The technical solution as a whole relies on the overall construction to form a reinforcement structure, and then excavating excess reinforcement material to form a shaft side wall structure. The invention consumes more reinforcement materials to form the overall structure of the reinforcement body. The formed reinforcement body structure is not completely used for reinforcement. Most of the materials in the middle must be removed to form the shaft structure, which obviously causes greater waste. In contrast, the longitudinal reinforcement structure of the shaft of the present invention is not formed by "removing the integral reinforcement material".

此外,一方面由于对本领域技术人员的理解存在差异;另一方面由于发明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, there are differences in understanding among those skilled in the art; on the other hand, the inventor studied a large number of documents and patents when making the present invention, but due to space limitations, not all details and contents are listed in detail. However, this does not mean that the present invention does not have the characteristics of these prior arts. On the contrary, the present invention already has 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Summary of the invention

针对现有技术之不足,本发明提供一种基于无降排水的承压水层竖井施工方法,其特征在于,所述方法至少包括:In view of the shortcomings of the prior art, the present invention provides a method for constructing a vertical shaft in a confined water layer without drainage, characterized in that the method at least comprises:

在不受承压水层影响的第一位置设置预设与竖井尺寸匹配的至少一个临时封底结构,At least one temporary bottom sealing structure preset to match the size of the shaft is arranged at a first position not affected by the confined water layer,

在所述第一位置以上的第二位置设置沿竖井壁周边延伸指定范围的横向水平加固结构,A transverse horizontal reinforcement structure extending along the periphery of the shaft wall within a specified range is arranged at a second position above the first position;

在所述第二位置以下分别设置沿竖井侧壁分布的纵向加固结构和与纵向加固结构连接为一体的隔水加固结构以形成竖井轮廓的防水加固层,Below the second position, longitudinal reinforcement structures distributed along the side wall of the shaft and water-proof reinforcement structures connected to the longitudinal reinforcement structures are respectively arranged to form a waterproof reinforcement layer of the shaft contour.

在破除所述临时封底结构的情况下开挖竖井至不贯穿所述隔水加固结构的预设距离,以循环设置所述临时封底结构、横向水平加固结构和所述防水加固层的方式对竖井进行分段式开挖从而形成贯穿所述承压水层的竖井结构。After the temporary bottom sealing structure is broken, a vertical shaft is excavated to a preset distance that does not penetrate the water-proof reinforcement structure. The vertical shaft is excavated in sections by cyclically arranging the temporary bottom sealing structure, the transverse horizontal reinforcement structure and the waterproof reinforcement layer to form a vertical shaft structure that penetrates the pressurized water layer.

本发明通过循环分段施工,使得每一段开挖的竖井段的竖井侧壁和底部都进行了横向、纵向和封底的防水加固,使得开挖的过程简便安全,不需要担心承压水层的水压形成的涌沙现象。The present invention uses cyclic segmented construction to ensure that the side walls and bottom of each excavated shaft section are waterproofly reinforced horizontally, vertically and bottom-sealed, making the excavation process simple and safe without worrying about sand gushing caused by water pressure in the pressurized water layer.

优选的,形成竖井轮廓的防水加固层的方法包括:Preferably, the method for forming a waterproof reinforcement layer of a shaft profile comprises:

在所述第一位置与第二位置之间设置至少一层沿竖井侧壁倾斜分布的纵向注浆钢管,所述纵向注浆钢管以深孔注浆的方式倾斜向下注浆以形成沿竖井侧壁分布的所述纵向加固结构。本发明的纵向加固结构,能够在竖井侧壁外形成防水的加固层,倾斜深孔注浆能够使得浆体沿竖井侧壁凝固,有利于不同角度的注浆钢管的浆体能够分层浇筑。At least one layer of longitudinal grouting steel pipes obliquely distributed along the side wall of the shaft is arranged between the first position and the second position, and the longitudinal grouting steel pipes are grouted obliquely downward in a deep hole grouting manner to form the longitudinal reinforcement structure distributed along the side wall of the shaft. The longitudinal reinforcement structure of the present invention can form a waterproof reinforcement layer outside the side wall of the shaft, and the oblique deep hole grouting can make the slurry solidify along the side wall of the shaft, which is conducive to the grouting steel pipes at different angles to be poured in layers.

优选的,形成竖井轮廓的防水加固层的方法还包括:Preferably, the method for forming a waterproof reinforcement layer of a shaft profile further comprises:

在所述第一位置以下的第六位置以后退式注浆方式进行竖向深孔注浆和/或倾斜深孔注浆,形成注浆厚度不小于不透水层厚度的所述隔水加固结构,其中,H1为竖井开挖后不透水层厚度,γ为不透水层重度,γω,为水的重度,h为承压水水头高度。通过科学的计算和设置,形成的竖井的隔水封底结构能够抵抗承压水层的水压,避免水压对竖井内的开挖泥沙进行冲击。At a sixth position below the first position, vertical deep hole grouting and/or inclined deep hole grouting are performed in a backward grouting manner to form a grouting thickness not less than the thickness of the impermeable layer. The waterproof reinforcement structure is as follows: H1 is the thickness of the impermeable layer after the shaft is excavated, γ is the weight of the impermeable layer, γω is the weight of water, and h is the height of the pressure water head. Through scientific calculation and setting, the waterproof bottom sealing structure of the shaft can resist the water pressure of the pressure water layer and prevent the water pressure from impacting the excavated sediment in the shaft.

优选的,所述方法还包括:在第二位置沿竖井侧壁水平设置包括长钢管和短钢管的横向注浆钢管,所述长钢管和短钢管以长短交错的方式间隔设置,从而横向注浆钢管以水平深孔注浆的方式浇筑形成横向水平加固结构。通过横向水平的长短交错的注浆钢管的设置,能够避免同范围的浆体淤积,更有利于横向的浆体分布均匀。Preferably, the method further comprises: horizontally arranging transverse grouting steel pipes including long steel pipes and short steel pipes along the side wall of the shaft at the second position, wherein the long steel pipes and the short steel pipes are arranged at intervals in a staggered manner of length, so that the transverse grouting steel pipes are cast in a horizontal deep hole grouting manner to form a transverse horizontal reinforcement structure. By arranging the transverse horizontal staggered long and short grouting steel pipes, slurry siltation in the same range can be avoided, which is more conducive to uniform transverse slurry distribution.

优选的,所述方法还包括:在竖井横向截面轮廓为矩形的情况下,相交两边的相交端的至少一个长钢管和至少一个短钢管以与边倾斜的方式形成扩散式排布,其中,两个相交端的两个长钢管相邻设置。通过在直角设置相邻的长钢管,能够使得浆体在直角部分的横向水平延伸范围与其他部位的水平延伸范围相同,避免了竖井直角位置的水平加固不足的缺陷。Preferably, the method further comprises: when the transverse cross-sectional profile of the shaft is a rectangle, at least one long steel pipe and at least one short steel pipe at the intersection ends of the two intersecting sides are arranged in a diffuse manner in a manner inclined with the sides, wherein the two long steel pipes at the two intersection ends are arranged adjacent to each other. By arranging adjacent long steel pipes at right angles, the horizontal extension range of the slurry at the right angle part can be made the same as the horizontal extension range of other parts, thereby avoiding the defect of insufficient horizontal reinforcement at the right angle position of the shaft.

优选的,在沿竖井开挖面向下开挖的过程中,在竖井内壁设置至少一个初衬结构。设置初衬结构,有利于对竖井侧壁进行支护。Preferably, during the process of excavating downward along the shaft excavation surface, at least one primary lining structure is provided on the inner wall of the shaft. Providing the primary lining structure is beneficial to supporting the side wall of the shaft.

优选的,所述方法还包括:在以循环方式对竖井分段开挖至预设深度时,以浇筑混凝土的方式在竖井的井底设置永久封底结构。设置能够与竖井侧壁连接为一体的永久封底结构,使得整体竖井结构完整。在贯穿承压水层的过程中,不需要设置额外的降水井来进行抽排水。仅需对施工的竖井内残留的水进行抽排,减少了抽排了工作量,也保护了地下水资源。Preferably, the method further comprises: when the shaft is excavated in sections to a preset depth in a cyclic manner, a permanent bottom sealing structure is set at the bottom of the shaft by pouring concrete. A permanent bottom sealing structure that can be connected to the side wall of the shaft is set to make the overall shaft structure complete. In the process of penetrating the confined water layer, it is not necessary to set up additional precipitation wells for pumping and draining. Only the residual water in the constructed shaft needs to be pumped and drained, which reduces the workload of pumping and draining and also protects groundwater resources.

本发明还通过一种循环式承压水层竖井施工方法,其特征在于,所述方法至少包括:The present invention also provides a circulating type confined water layer shaft construction method, characterized in that the method at least comprises:

在不受承压水层影响的第一位置设置临时封底结构,A temporary bottom sealing structure is set up at the first location not affected by the confined water layer.

以水平深孔注浆方式在高于第一位置的第二位置设置沿竖井壁周边延伸的横向水平加固结构,A transverse horizontal reinforcement structure extending along the periphery of the shaft wall is arranged at a second position higher than the first position by means of horizontal deep hole grouting.

以倾斜深孔注浆的方式通过在第一位置和第二位置之间设置的至少一层纵向注浆钢管形成包围竖井侧壁的纵向加固结构,A longitudinal reinforcement structure surrounding the side wall of the shaft is formed by at least one layer of longitudinal grouting steel pipes arranged between the first position and the second position in a manner of inclined deep hole grouting.

以后退式注浆方式在低于所述第一位置的第六位置设置与所述纵向加固结构周向连接为一体的隔水加固结构。A water-proof reinforcement structure which is circumferentially connected to the longitudinal reinforcement structure as a whole is arranged at a sixth position lower than the first position by a backward grouting method.

本发明的竖井施工方法,将竖井预开挖段进行预先加固,阻隔了承压水层,然后在对加固段内进行开挖,逐步增加竖井的深度,使得每一段开挖段都处于防水加固的保护层内,从而避免了承压水层的水压影响。The shaft construction method of the present invention pre-reinforces the pre-excavated section of the shaft to block the pressurized water layer, and then excavates in the reinforced section to gradually increase the depth of the shaft, so that each excavated section is in a waterproof reinforced protective layer, thereby avoiding the influence of water pressure of the pressurized water layer.

优选的,在第一位置和第二位置之间设置有至少两层沿竖井侧壁倾斜向下注浆的纵向注浆钢管,两层纵向注浆钢管在同一水平面的正投影相对错位,并且位置高度较低的一层纵向注浆钢管的倾斜角度小于位置高度较高的一层纵向注浆钢管的倾斜角度。不同角度的设置,有利于纵向注浆钢管的浆体在竖井侧壁外的不同周向范围进行注浆,形成的纵向加固结构均匀,更坚固。Preferably, at least two layers of longitudinal grouting steel pipes are arranged between the first position and the second position for grouting downwardly along the side wall of the shaft, the orthographic projections of the two layers of longitudinal grouting steel pipes on the same horizontal plane are relatively displaced, and the inclination angle of the layer of longitudinal grouting steel pipes at a lower position is smaller than the inclination angle of the layer of longitudinal grouting steel pipes at a higher position. The setting of different angles is conducive to grouting the slurry of the longitudinal grouting steel pipes in different circumferential ranges outside the side wall of the shaft, and the longitudinal reinforcement structure formed is uniform and stronger.

优选的,在第一位置和第二位置之间设置有三层沿竖井侧壁倾斜向下注浆的纵向注浆钢管,在第一位置与第二位置之间的第三位置沿竖井侧壁周向以第一角度设置第一层注浆钢管,在第一位置与第二位置之间的第四位置沿竖井侧壁周向以第二角度设置第二层注浆钢管,在第一位置与第二位置之间的第五位置沿竖井侧壁周向以第三角度设置第三层注浆钢管,在第三位置、第四位置和第五位置的高度依次降低的情况下,所述第一角度、第二角度和第三角度依次变小,第一层注浆钢管、所述第二层注浆钢管和所述第三层注浆钢管的长度依次增加。三层注浆钢管的设置,有利于快速完成纵向加固结构的注浆,并且注浆均匀,不具有注浆死角。Preferably, three layers of longitudinal grouting steel pipes are arranged between the first position and the second position for grouting obliquely downwardly along the side wall of the shaft, the first layer of grouting steel pipes are arranged at a first angle along the circumference of the side wall of the shaft at the third position between the first position and the second position, the second layer of grouting steel pipes are arranged at a second angle along the circumference of the side wall of the shaft at the fourth position between the first position and the second position, and the third layer of grouting steel pipes are arranged at a third angle along the circumference of the side wall of the shaft at the fifth position between the first position and the second position, and when the heights of the third position, the fourth position and the fifth position are successively reduced, the first angle, the second angle and the third angle are successively reduced, and the lengths of the first layer of grouting steel pipes, the second layer of grouting steel pipes and the third layer of grouting steel pipes are successively increased. The arrangement of three layers of grouting steel pipes is conducive to the rapid completion of grouting of the longitudinal reinforcement structure, and the grouting is uniform without grouting dead angles.

本发明还提供一种基于临时封底结构防突涌的施工方法,所述方法的步骤至少包括:在设置隔水加固结构之前,在不受承压水层影响的第一位置设置预设与竖井尺寸匹配的至少一个临时封底结构,所述第一位置与承压水层之间的距离不小于其中,γ为不透水层重度,γω为水的重度,h为承压水水头高度;The present invention also provides a construction method for preventing sudden surge based on a temporary bottom sealing structure, the method comprising at least the following steps: before setting up the water-proof reinforcement structure, setting up at least one temporary bottom sealing structure preset to match the size of the shaft at a first position not affected by the confined water layer, the distance between the first position and the confined water layer being not less than Among them, γ is the density of the impermeable layer, γ ω is the density of water, and h is the height of the confined water head;

在所述第一位置与第二位置之间设置纵向向下延伸至指定深度的纵向加固结构和在第六位置处设置隔水封底结构,并且所述纵向加固结构和隔水封底结构相接形成一体的隔水加固结构以使得所述隔水加固结构隔断内外水力联系,以增加竖井坑底抵抗承压水突涌的能力;A longitudinal reinforcement structure extending longitudinally downward to a specified depth is provided between the first position and the second position, and a waterproof bottom sealing structure is provided at the sixth position, and the longitudinal reinforcement structure and the waterproof bottom sealing structure are connected to form an integrated waterproof reinforcement structure so that the waterproof reinforcement structure isolates the internal and external hydraulic connection, so as to increase the ability of the shaft bottom to resist the sudden surge of pressurized water;

其中,第一位置与第六位置之间的距离不小于4m,所述第二位置与所述第一位置之间的距离不小于1m,所述第二位置处在承压水水位线以上。Among them, the distance between the first position and the sixth position is not less than 4m, the distance between the second position and the first position is not less than 1m, and the second position is above the water level of the pressurized water.

优选地,所述方法还包括:在设置隔水加固结构之后,破除所述临时封底结构,并且开挖竖井至不贯穿所述隔水加固结构的预设距离,以循环设置所述临时封底结构、横向水平加固结构和所述防水加固层的方式对竖井进行分段式开挖从而形成贯穿所述承压水层的竖井结构。Preferably, the method further includes: after setting up the water-proof reinforcement structure, breaking down the temporary bottom sealing structure, and excavating the vertical shaft to a preset distance that does not penetrate the water-proof reinforcement structure, and excavating the vertical shaft in sections by cyclically setting up the temporary bottom sealing structure, the transverse horizontal reinforcement structure and the waterproof reinforcement layer to form a vertical shaft structure that penetrates the pressurized water layer.

优选地,在所述第一位置与第二位置之间设置纵向加固结构的方法包括:设置至少一层沿竖井侧壁倾斜分布的纵向注浆钢管,所述纵向注浆钢管以深孔注浆的方式倾斜向下注浆以形成沿竖井侧壁分布的所述纵向加固结构。Preferably, the method of setting up a longitudinal reinforcement structure between the first position and the second position includes: setting up at least one layer of longitudinal grouting steel pipes obliquely distributed along the side wall of the shaft, and the longitudinal grouting steel pipes are grouted obliquely downward in a deep hole grouting manner to form the longitudinal reinforcement structure distributed along the side wall of the shaft.

优选地,在第二位置沿竖井侧壁水平设置包括长钢管和短钢管的横向注浆钢管,所述长钢管和短钢管以长短交错的方式间隔设置,从而横向注浆钢管以水平深孔注浆的方式浇筑形成横向水平加固结构。Preferably, at the second position, transverse grouting steel pipes including long steel pipes and short steel pipes are horizontally arranged along the side wall of the shaft, and the long steel pipes and short steel pipes are arranged at intervals in a staggered manner of long and short, so that the transverse grouting steel pipes are cast by horizontal deep hole grouting to form a transverse horizontal reinforcement structure.

优选地,所述方法还包括:在所述第一位置以上的第二位置设置沿竖井壁周边延伸指定范围的横向水平加固结构以对竖井外周进行横向水平加固,所述横向水平加固结构在开挖区上部形成水平止浆墙,从而阻止各地层间水通道的形成。Preferably, the method also includes: setting a transverse horizontal reinforcement structure extending along the periphery of the shaft wall to a specified range at a second position above the first position to perform transverse horizontal reinforcement on the outer periphery of the shaft, and the transverse horizontal reinforcement structure forms a horizontal slurry stop wall at the upper part of the excavation area, thereby preventing the formation of water channels between various layers.

优选地,所述方法还包括:在设置所述临时封底结构后且在设置隔水加固结构之前,沿竖井壁周边3m范围内以水平深孔注浆的方式加固并形成所述横向水平加固结构。Preferably, the method further comprises: after setting the temporary bottom sealing structure and before setting the water-proof reinforcement structure, reinforcing and forming the transverse horizontal reinforcement structure by means of horizontal deep hole grouting within a range of 3 m around the shaft wall.

优选地,在竖井横向截面轮廓为矩形的情况下,横向水平加固结构相交两边的相交端的至少一个长钢管和至少一个短钢管以与边倾斜的方式形成扩散式排布,其中,两个相交端的两个长钢管相邻设置。Preferably, when the transverse cross-sectional profile of the shaft is a rectangle, at least one long steel pipe and at least one short steel pipe at the intersection ends of the two sides of the transverse horizontal reinforcement structure are arranged in a diffuse manner in an inclined manner to the edges, wherein the two long steel pipes at the two intersection ends are adjacent to each other.

优选地,设置所述纵向加固结构的方法还包括:Preferably, the method for providing the longitudinal reinforcement structure further comprises:

纵向注浆钢管包括设置在第三位置处的第一层注浆钢管、设置在第四位置处的第二层注浆钢管和设置在第五位置处的第三层注浆钢管,The longitudinal grouting steel pipe includes a first layer of grouting steel pipes arranged at a third position, a second layer of grouting steel pipes arranged at a fourth position, and a third layer of grouting steel pipes arranged at a fifth position.

第一层注浆钢管、第二层注浆钢管和第三层注浆钢管的设置高度逐渐降低,分别在所在位置高度围绕竖井外周以倾斜的方式进行深孔注浆;The setting heights of the first layer of grouting steel pipes, the second layer of grouting steel pipes and the third layer of grouting steel pipes are gradually reduced, and deep hole grouting is performed in an inclined manner around the outer periphery of the shaft at the respective heights;

所述第一层注浆钢管沿竖井侧壁周向以第一角度设置并进行深孔注浆;The first layer of grouting steel pipes is arranged at a first angle along the circumference of the shaft side wall and deep hole grouting is performed;

所述第二层注浆钢管沿竖井侧壁周向以第二角度设置并进行深孔注浆;The second layer of grouting steel pipes is arranged at a second angle along the circumference of the shaft side wall and deep hole grouting is performed;

所述第三层注浆钢管沿竖井侧壁周向以第三角度设置并进行深孔注浆;The third layer of grouting steel pipes is arranged at a third angle along the circumference of the shaft side wall and deep hole grouting is performed;

所述第一角度、第二角度和第三角度依次变小,以使得在注浆的过程中,浆体以横向分层的方式来对竖井侧壁注浆,浆体在竖井侧壁从内到外形成横向加厚的注浆,形成达到预设厚度和预设纵向深度的纵向加固结构。The first angle, the second angle and the third angle become smaller successively, so that during the grouting process, the slurry is grouted to the side wall of the shaft in a transverse layered manner, and the slurry forms a transversely thickened grouting from the inside to the outside of the side wall of the shaft, forming a longitudinal reinforcement structure reaching a preset thickness and a preset longitudinal depth.

优选地,设置隔水加固结构的方法还包括:由封底注浆钢管在距竖井内壁1.5m倾斜向下进行深孔注浆,倾斜角度为3-5°,从而在竖井的封底侧面形成能够与所述纵向加固结构连接的部分封底结构,将所述纵向加固结构与所述隔水加固结构连接形成完整的封闭加固体。Preferably, the method for setting up a water-proof reinforcement structure also includes: performing deep hole grouting with a bottom grouting steel pipe at an angle of 3-5° downward at a distance of 1.5m from the inner wall of the shaft, thereby forming a partial bottom structure on the bottom side of the shaft that can be connected to the longitudinal reinforcement structure, and connecting the longitudinal reinforcement structure with the water-proof reinforcement structure to form a complete closed reinforcement body.

优选地,在沿竖井开挖面向下开挖的过程中,在竖井内壁设置至少一个初衬结构;在竖井挖至预设深度后,在竖井底板设置永久封底结构。Preferably, during the process of excavating downward along the shaft excavation surface, at least one primary lining structure is arranged on the inner wall of the shaft; after the shaft is excavated to a preset depth, a permanent bottom sealing structure is arranged on the shaft bottom plate.

本发明的有益技术效果:Beneficial technical effects of the present invention:

如上所述,本发明采用预先加固后开挖的方式,能够有效防止在竖井施工过程中承压水作用下引起的涌水涌砂问题,解决竖井带水作业施工的安全隐患,杜绝安全失稳。As described above, the present invention adopts the method of pre-reinforcement followed by excavation, which can effectively prevent the problem of water and sand gushing caused by pressurized water during shaft construction, solve the safety hazards of shaft water-carrying construction, and prevent safety instability.

附图说明BRIEF DESCRIPTION OF THE DRAWINGS

图1是本发明的施工方法的逻辑示意图;FIG1 is a logical schematic diagram of the construction method of the present invention;

图2是本发明的施工前的原理示意图;Fig. 2 is a schematic diagram of the principle of the present invention before construction;

图3是本发明的竖井结构的纵向剖面示意图;FIG3 is a schematic longitudinal section view of a shaft structure of the present invention;

图4是本发明的竖井的俯视结构示意图;FIG4 is a schematic diagram of the top view of the vertical shaft of the present invention;

图5是本发明的竖井的处于开挖状态的纵向剖面示意图;FIG5 is a schematic longitudinal cross-sectional view of the shaft of the present invention in an excavation state;

图6是本发明竖井的设置初衬结构的纵向剖面示意图;FIG6 is a schematic longitudinal section view of a primary lining structure of a shaft according to the present invention;

图7是本发明竖井设置永久封底结构的俯视结构示意图;7 is a schematic top view of the structure of the permanent bottom sealing structure of the shaft according to the present invention;

图8是本发明的竖井纵向加固结构的深孔浇筑的结构示意图。FIG8 is a schematic structural diagram of the deep hole casting of the vertical shaft longitudinal reinforcement structure of the present invention.

附图标记列表Reference numerals list

1:临时封底结构;2:横向水平加固结构;3:纵向加固结构;4:隔水加固结构;5:初衬结构;6:永久封底结构;7:第一角撑;8:第二角撑;10:隔水加固层;11:承压水层;20:横向注浆钢管;30:纵向注浆钢管;31:第一层注浆钢管;32:第二层注浆钢管;33:第三层注浆钢管;40:封底注浆钢管;A:竖井。1: Temporary bottom sealing structure; 2: Transverse horizontal reinforcement structure; 3: Longitudinal reinforcement structure; 4: Waterproof reinforcement structure; 5: Primary lining structure; 6: Permanent bottom sealing structure; 7: First angle brace; 8: Second angle brace; 10: Waterproof reinforcement layer; 11: Pressure water layer; 20: Transverse grouting steel pipe; 30: Longitudinal grouting steel pipe; 31: First layer grouting steel pipe; 32: Second layer grouting steel pipe; 33: Third layer grouting steel pipe; 40: Bottom sealing grouting steel pipe; A: Vertical shaft.

具体实施方式Detailed ways

下面结合附图进行详细说明。The following is a detailed description with reference to the accompanying drawings.

本发明提供一种基于无降排水的承压水层竖井施工方法,采用预先加固后开挖的方式进行持续作业,实现了竖井穿过承压水层且避免承压水作用下引起的涌水涌砂的现象。The present invention provides a method for constructing a vertical shaft in a confined water layer without drainage, which adopts a method of pre-reinforcement followed by excavation for continuous operation, thereby achieving the vertical shaft passing through the confined water layer and avoiding the phenomenon of water and sand gushing caused by the action of the confined water.

本发明的原理在于:如图2所示,通过人工注浆实现隔水封底加固,在竖井底部形成人工隔水加固结构,并且在竖井周边范围内形成封闭式的纵向加固加固结构以实现抵抗水压。The principle of the present invention is as follows: as shown in FIG2 , water-proof bottom reinforcement is achieved through artificial grouting, an artificial water-proof reinforcement structure is formed at the bottom of the shaft, and a closed longitudinal reinforcement structure is formed within the periphery of the shaft to resist water pressure.

在非开挖时,γH1=γωh;In trenchless operation, γH 1 = γ ω h;

其中,H1为竖井开挖后不透水层厚度,γ为不透水层重度,γω为水的重度,h为承压水水头高度。Among them, H1 is the thickness of the impermeable layer after shaft excavation, γ is the density of the impermeable layer, γω is the density of water, and h is the height of the pressure water head.

基坑开挖后不透水层厚度为 The thickness of the impermeable layer after foundation pit excavation is

当对承压水层进行深层加固后,则其岩土重度将大幅增加,即γ增大,实现可满足坑底不发生突涌的条件。通过反复循环的封底加固结构的施工操作步骤来实现竖井的持续下挖。When the confined water layer is deeply reinforced, the rock and soil density will increase significantly, that is, γ will increase, achieving The condition that no sudden surge occurs at the bottom of the pit can be met. The continuous excavation of the shaft is achieved through repeated cycles of bottom sealing and reinforcement structure construction operation steps.

本发明提供一种基于无降排水的承压水层竖井施工方法,如图1所示,包括步骤S1~S8。本发明还可以是一种循环式承压水层竖井施工方法。The present invention provides a method for constructing a vertical shaft in a water-confined layer without drainage, as shown in Figure 1, comprising steps S1 to S8. The present invention can also be a circulating method for constructing a vertical shaft in a water-confined layer.

S1:设置竖井临时封底结构。S1: Set up a temporary bottom sealing structure for the shaft.

在承压水层11的影响地层以上的第一位置处设置临时封底结构1。第一位置与承压水层之间的距离不小于 A temporary bottom sealing structure 1 is provided at a first position above the influence stratum of the pressure water layer 11. The distance between the first position and the pressure water layer is not less than

优选的,采用工字钢设置其水平面与竖井中轴线交叉的临时封底结构。最佳地,临时封底结构的水平面与竖井中轴线趋于相对垂直。Preferably, an I-beam is used to set a temporary bottom sealing structure whose horizontal plane intersects the central axis of the shaft. Optimally, the horizontal plane of the temporary bottom sealing structure tends to be relatively perpendicular to the central axis of the shaft.

例如,临时封底结构1为采用工字钢在竖井水平面进行加固的加固结构。第一位置为离承压水层影响地层的垂直距离不小于1.5m的位置。For example, the temporary bottom sealing structure 1 is a reinforcement structure reinforced by using I-beams at the horizontal plane of the shaft. The first position is a position at a vertical distance of not less than 1.5 m from the stratum affected by the confined water layer.

优选的,制作临时封底结构1的方法为:采用工字钢作为骨架,喷射预拌混凝土完成竖井临时封底结构。例如,临时封底结构1的厚度为0.6m。临时封底结构的厚度不限于0.6m,还可以是其它易开挖的厚度。Preferably, the method for making the temporary bottom sealing structure 1 is: using I-beam as a skeleton, spraying premixed concrete to complete the temporary bottom sealing structure of the shaft. For example, the thickness of the temporary bottom sealing structure 1 is 0.6m. The thickness of the temporary bottom sealing structure is not limited to 0.6m, and can also be other thicknesses that are easy to excavate.

如图4所示,工字钢骨架包括设置在竖井夹角的至少一个第一角撑7、至少一个第二角撑8和其他钢管。第一角撑为混凝土角撑,第二角撑为工字钢角撑,均用于支撑工字钢骨架。例如,竖井的横截面形状为四个角的矩形,在设置临时封底结构1的水平面上,其中一个角设置第一角撑2,剩余3个角分别设置有第二角撑。As shown in Figure 4, the I-beam frame includes at least one first angle brace 7, at least one second angle brace 8 and other steel pipes arranged at the angle of the shaft. The first angle brace is a concrete angle brace, and the second angle brace is an I-beam angle brace, both of which are used to support the I-beam frame. For example, the cross-sectional shape of the shaft is a rectangle with four corners. On the horizontal plane where the temporary bottom cover structure 1 is arranged, a first angle brace 2 is arranged at one corner, and second angle braces are arranged at the remaining three corners.

S2:设置横向水平加固结构。S2: Set up transverse horizontal reinforcement structure.

在临时封底结构1所在的第一位置以上的第二位置处设置水平加固的横向水平加固结构2,实现对竖井外周的横向水平加固。如此设置的优势在于,本发明在临时竖井封底结构标高位置以上第二位置处进行水平深孔注浆,在开挖区上部形成水平止浆墙,旨在阻止各地层间水通道的形成,避免上部沙土随水运移造成垮塌的现象。A horizontal reinforcement structure 2 for horizontal reinforcement is arranged at a second position above the first position where the temporary bottom sealing structure 1 is located, so as to realize horizontal reinforcement of the outer periphery of the shaft. The advantage of such arrangement is that the present invention performs horizontal deep hole grouting at the second position above the elevation position of the temporary shaft bottom sealing structure, and forms a horizontal grouting wall at the upper part of the excavation area, so as to prevent the formation of water channels between various layers and avoid the collapse of the upper sand and soil caused by the migration of water.

优选的,第二位置与第一位置之间的距离不小于1m。优选的,横向水平加固结构2沿竖井壁周边3m范围内注浆加固。Preferably, the distance between the second position and the first position is not less than 1 m. Preferably, the transverse horizontal reinforcement structure 2 is reinforced by grouting within 3 m around the shaft wall.

优选的,第二位置与临时封装结构之间的距离为1.2m。其中,第二位置处在承压水水位线以上。Preferably, the distance between the second position and the temporary packaging structure is 1.2 m, wherein the second position is above the water level of the pressurized water.

其中,如图4所示,横向水平加固结构2由若干横向注浆钢管20以深孔注浆的方式形成。横向注浆钢管20包括长钢管和短钢管。其中,横向水平加固结构2以分批次注浆的方式进行深孔注浆。深孔注浆第一批次,采用化学双液浆进行注浆止水;第二批次,进行双液水泥浆加固。As shown in FIG4 , the transverse horizontal reinforcement structure 2 is formed by a plurality of transverse grouting steel pipes 20 in a deep hole grouting manner. The transverse grouting steel pipes 20 include long steel pipes and short steel pipes. The transverse horizontal reinforcement structure 2 is deep hole grouting in batches. In the first batch of deep hole grouting, chemical double liquid slurry is used for grouting and water stopping; in the second batch, double liquid cement slurry is used for reinforcement.

优选的,如图4所示,在第二位置的竖井外围,长钢管和短钢管以竖井为中心呈长短交错的梅花形分布形状。长钢管和短钢管的纵、横向间距30-40cm。长钢管长度为2-2.5m,短钢管为长度1.5-2m。其中,对于矩形横截面的竖井,设置在矩形长边和/或短边的一端的至少一个长钢管和至少一个短钢管向角弯折方向倾斜设置,从而分布在竖井直角附近的长钢管和短钢管围绕直角呈梅花状或者辐射状分布。优选的,对于横截面为矩形的竖井,长钢管设置在矩形每个边的两端,从而每个直角的两个直角边分别设置的长钢管相邻且以倾斜方向相反。不靠近直角的长钢管或短钢管相对竖井的边缘垂直设置。Preferably, as shown in FIG4 , at the periphery of the vertical shaft at the second position, the long steel pipes and the short steel pipes are distributed in a plum blossom shape with the vertical shaft as the center. The longitudinal and transverse spacings between the long steel pipes and the short steel pipes are 30-40 cm. The length of the long steel pipe is 2-2.5 m, and the length of the short steel pipe is 1.5-2 m. Among them, for the vertical shaft with a rectangular cross section, at least one long steel pipe and at least one short steel pipe arranged at one end of the long side and/or short side of the rectangle are inclined in the direction of the angle bend, so that the long steel pipes and short steel pipes distributed near the right angle of the vertical shaft are distributed in a plum blossom shape or radial shape around the right angle. Preferably, for the vertical shaft with a rectangular cross section, the long steel pipes are arranged at both ends of each side of the rectangle, so that the long steel pipes respectively arranged on the two right-angle sides of each right angle are adjacent and in opposite inclination directions. The long steel pipe or short steel pipe not close to the right angle is arranged perpendicularly to the edge of the vertical shaft.

S3:在竖井外围的第一位置与第三位置之间的至少一个位置设置纵向向下延伸至指定深度的纵向加固结构3。S3: A longitudinal reinforcement structure 3 extending longitudinally downward to a specified depth is provided at at least one position between the first position and the third position on the periphery of the shaft.

优选的,纵向加固深度为从第三位置起竖直向下延伸6m。优选的,纵向加固结构3的横向加固范围为2m。Preferably, the longitudinal reinforcement depth is 6 m extending vertically downward from the third position. Preferably, the transverse reinforcement range of the longitudinal reinforcement structure 3 is 2 m.

优选的,沿竖井A的侧壁倾斜向下以深孔注浆方式形成设置在竖井外围的纵向加固结构3。纵向加固结构3能够使得各注浆点注浆半径范围相互搭接,在竖井周边侧壁形成加固体,以抵抗承压水层的压力。Preferably, a longitudinal reinforcement structure 3 arranged on the periphery of the shaft is formed by deep hole grouting along the side wall of the shaft A. The longitudinal reinforcement structure 3 can make the grouting radius range of each grouting point overlap each other, forming a reinforcement body on the side wall around the shaft to resist the pressure of the confined water layer.

优选的,在临时封底结构1的标高位置以上的第三位置、第四位置和/或第五位置处沿竖井侧壁以倾斜角度的纵向注浆钢管30进行深孔注浆,从而形成纵向加固结构3,实现竖井侧壁的竖向加固。Preferably, deep hole grouting is performed along the side wall of the shaft at a third position, a fourth position and/or a fifth position above the elevation position of the temporary bottom sealing structure 1 using a longitudinal grouting steel pipe 30 at an inclined angle, thereby forming a longitudinal reinforcement structure 3 to achieve vertical reinforcement of the side wall of the shaft.

纵向注浆钢管30包括设置在第三位置处的第一层注浆钢管31、设置在第四位置处的第二层注浆钢管32和设置在第五位置处的第三层注浆钢管33。第一层注浆钢管31、第二层注浆钢管32和第三层注浆钢管33的设置高度逐渐降低,分别在所在位置高度围绕竖井外周以倾斜的方式进行深孔注浆。The longitudinal grouting steel pipe 30 includes a first layer of grouting steel pipe 31 set at the third position, a second layer of grouting steel pipe 32 set at the fourth position, and a third layer of grouting steel pipe 33 set at the fifth position. The setting heights of the first layer of grouting steel pipe 31, the second layer of grouting steel pipe 32, and the third layer of grouting steel pipe 33 are gradually reduced, and deep hole grouting is performed in an inclined manner around the outer circumference of the shaft at the respective position heights.

第一位置与第二位置之间可以设置第一层注浆钢管31、第二层注浆钢管32和第三层注浆钢管33之中的任意一层、任意两层或者全部设置。第三位置、第四位置、第五位置之间的间隔可以根据需要进行设置,本发明不进行限定。Any one, any two or all of the first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and the third layer of grouting steel pipes 33 can be set between the first position and the second position. The intervals between the third position, the fourth position and the fifth position can be set as needed, and the present invention does not limit this.

第三位置的第一层注浆钢管沿竖井侧壁周向以第一角度设置并进行深孔注浆,形成纵向加固竖井侧壁的部分或全部纵向加固结构3。The first layer of grouting steel pipes at the third position are arranged at a first angle along the circumference of the shaft side wall and deep hole grouting is performed to form a partial or complete longitudinal reinforcement structure 3 for longitudinally reinforcing the shaft side wall.

第四位置的第二层注浆钢管沿竖井侧壁周向以第二角度设置并进行深孔注浆,形成纵向加固竖井侧壁的部分或全部纵向加固结构3。The second layer of grouting steel pipes at the fourth position are arranged at a second angle along the circumference of the shaft side wall and deep hole grouting is performed to form a partial or complete longitudinal reinforcement structure 3 for longitudinally reinforcing the shaft side wall.

第五位置的第三层注浆钢管沿竖井侧壁周向以第三角度设置并进行深孔注浆,形成纵向加固竖井侧壁的部分或全部纵向加固结构3。The third layer of grouting steel pipes at the fifth position are arranged at a third angle along the circumference of the shaft side wall and deep hole grouting is performed to form a partial or complete longitudinal reinforcement structure 3 for longitudinally reinforcing the shaft side wall.

若第一角度、第二角度和第三角度相同,在注浆的过程中,浆体容易在相同的横向范围进行堆积,不利于浆体的均匀浇筑。本发明中,在第三位置、第四位置和第五位置的高度依次降低的情况下,第一角度、第二角度和第三角度依次变小,第一层注浆钢管、第二层注浆钢管和第三层注浆钢管的长度依次增加。角度逐渐变小的设置,有利于在注浆的过程中,浆体以横向分层的方式来对竖井侧壁注浆,有利于浆体在竖井侧壁从内到外形成横向加厚的注浆,形成达到预设厚度和预设纵向深度的纵向加固结构3。If the first angle, the second angle and the third angle are the same, during the grouting process, the slurry is easy to accumulate in the same horizontal range, which is not conducive to the uniform pouring of the slurry. In the present invention, when the heights of the third position, the fourth position and the fifth position are successively reduced, the first angle, the second angle and the third angle are successively reduced, and the lengths of the first layer of grouting steel pipes, the second layer of grouting steel pipes and the third layer of grouting steel pipes are successively increased. The setting of gradually decreasing angles is conducive to grouting the slurry to the side wall of the shaft in a horizontal layered manner during the grouting process, and is conducive to the slurry forming a horizontally thickened grouting from the inside to the outside of the side wall of the shaft, forming a longitudinal reinforcement structure 3 reaching a preset thickness and a preset longitudinal depth.

优选的,第一层注浆钢管31、第二层注浆钢管32和/或第三层注浆钢管33不是全部分布在同一纵向平面内。即,第二层注浆钢管与第一层注浆钢管在同一水平平面的正投影呈彼此不交叉的错位分布。第二层注浆钢管与第三层注浆钢管在同一水平平面的正投影呈彼此不交叉的错位分布。例如,按照花瓣分层错位的方式设置。Preferably, the first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and/or the third layer of grouting steel pipes 33 are not all distributed in the same longitudinal plane. That is, the orthographic projections of the second layer of grouting steel pipes and the first layer of grouting steel pipes on the same horizontal plane are staggered and do not intersect each other. The orthographic projections of the second layer of grouting steel pipes and the third layer of grouting steel pipes on the same horizontal plane are staggered and do not intersect each other. For example, they are arranged in a layered staggered manner according to the petals.

基于第一层注浆钢管31、第二层注浆钢管32和第三层注浆钢管33的高度不同、角度不同和彼此错位设置的综合作用下,第一层注浆钢管31、第二层注浆钢管32和第三层注浆钢管33整体形成以竖井为中心且注浆钢管分层错位的倒设梅花分布形状。第一层注浆钢管31、第二层注浆钢管32和第三层注浆钢管33在进行竖井侧壁注浆每次进行梅花型注浆,能够确保各注浆影响半径相互重叠形成封闭,避免了注浆缝隙的出现。Based on the combined effect of different heights, different angles and mutually staggered settings of the first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and the third layer of grouting steel pipes 33, the first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and the third layer of grouting steel pipes 33 form an inverted plum blossom distribution shape with the shaft as the center and the grouting steel pipes staggered in layers. The first layer of grouting steel pipes 31, the second layer of grouting steel pipes 32 and the third layer of grouting steel pipes 33 perform plum blossom grouting each time when grouting the side wall of the shaft, which can ensure that the grouting influence radii overlap with each other to form a closure, and avoid the appearance of grouting gaps.

以下为本发明设置纵向加固结构3的其中一种实施方式。The following is one implementation of the longitudinal reinforcement structure 3 of the present invention.

优选的,第三位置在临时封底结构1的第一位置以上70cm。第四位置在临时封底结构1的第一位置以上40cm。第五位置在临时封底结构1的第一位置以上20cm。如此间隔设置,有利于各个位置的注浆钢管能够在纵向注浆均匀,形成厚度均匀的纵向加固结构3。Preferably, the third position is 70 cm above the first position of the temporary bottom structure 1. The fourth position is 40 cm above the first position of the temporary bottom structure 1. The fifth position is 20 cm above the first position of the temporary bottom structure 1. Such interval arrangement is conducive to uniform grouting of the grouting steel pipes at each position in the longitudinal direction, forming a longitudinal reinforcement structure 3 with uniform thickness.

优选的,第三位置处的第一层注浆钢管31在第三位置处与竖井侧壁呈40°~50°的第一角度并且沿竖井侧壁周向设置,从而进行40°~50°深孔注浆。第一层注浆钢管31长度为2~2.5m。第一子注浆钢管61之间的第一横向间距为50~60cm。Preferably, the first layer of grouting steel pipes 31 at the third position are at a first angle of 40° to 50° with the shaft side wall at the third position and are arranged circumferentially along the shaft side wall, so as to perform 40° to 50° deep hole grouting. The length of the first layer of grouting steel pipes 31 is 2 to 2.5 m. The first transverse spacing between the first sub-grouting steel pipes 61 is 50 to 60 cm.

第二层注浆钢管32在第四位置处与竖井侧壁呈20~25°的第二角度并且沿竖井侧壁周向设置,从而进行20~25°的深孔注浆。其中,第二层注浆钢管32长度为4~4.5m。第二层注浆钢管32之间的第二横向间距为50~60cm。其中,在水平投影面上,第二层注浆钢管32相对于第一层注浆钢管31错位设置。即第二层注浆钢管32与第一层注浆钢管11呈梅花型错位布置。The second layer of grouting steel pipe 32 is at a second angle of 20 to 25° with the shaft side wall at the fourth position and is arranged circumferentially along the shaft side wall, so as to perform 20 to 25° deep hole grouting. The length of the second layer of grouting steel pipe 32 is 4 to 4.5 m. The second lateral spacing between the second layer of grouting steel pipes 32 is 50 to 60 cm. On the horizontal projection plane, the second layer of grouting steel pipe 32 is staggered relative to the first layer of grouting steel pipe 31. That is, the second layer of grouting steel pipe 32 and the first layer of grouting steel pipe 11 are staggered in a plum blossom shape.

第三层注浆钢管33在第五位置处位置与竖井侧壁呈1O°~15°的第三角度设置,从而进行10°~15°的深孔注浆。其中,第三层注浆钢管33长度为6~7m。第三层注浆钢管33之间的第二横向间距为50~60cm。其中,在水平投影面上,第三层注浆钢管33相对于第二层注浆钢管32错位设置。即第三层注浆钢管33与第二层注浆钢管32呈梅花型错位布置。The third layer of grouting steel pipe 33 is arranged at a third angle of 10° to 15° with the side wall of the shaft at the fifth position, so as to perform deep hole grouting at 10° to 15°. The length of the third layer of grouting steel pipe 33 is 6 to 7m. The second transverse spacing between the third layer of grouting steel pipes 33 is 50 to 60cm. On the horizontal projection plane, the third layer of grouting steel pipe 33 is staggered relative to the second layer of grouting steel pipe 32. That is, the third layer of grouting steel pipe 33 and the second layer of grouting steel pipe 32 are staggered in a plum blossom shape.

S4:设置隔水封底结构4。S4: Set up a waterproof bottom sealing structure 4.

如图3~6所示,在临时封底结构1的第一位置以下的第六位置进行井底竖向深孔注浆,形成能够与纵向加固结构3相接为一体的隔水加固结构4。其中,第一位置与第六位置之间的距离不小于4m。优选的,第六位置为在第一位置以下4.5m。本发明在第六位置处设置隔水加固结构,能够增加坑底抵抗承压水突涌的能力,从而在竖井外壁形成封闭加固体隔断内外水力联系。As shown in Figures 3 to 6, vertical deep hole grouting is performed at the sixth position below the first position of the temporary bottom sealing structure 1 to form a water-proof reinforcement structure 4 that can be connected to the longitudinal reinforcement structure 3 as a whole. Among them, the distance between the first position and the sixth position is not less than 4m. Preferably, the sixth position is 4.5m below the first position. The present invention sets a water-proof reinforcement structure at the sixth position, which can increase the ability of the pit bottom to resist the sudden surge of pressurized water, thereby forming a closed reinforcement body on the outer wall of the shaft to separate the internal and external hydraulic connections.

如图8所示,本发明采用后退式注浆方式控制注浆位置。第六位置处的深孔注浆方式包括两种:As shown in Figure 8, the present invention adopts a backward grouting method to control the grouting position. There are two deep hole grouting methods at the sixth position:

第一种方式为:封底注浆钢管40竖直向下进行注浆,注浆深度范围为4.5~6m。The first method is: the bottom grouting steel pipe 40 is grouting vertically downward, and the grouting depth ranges from 4.5 to 6 m.

第二种方式为:由封底注浆钢管40在距竖井内壁1.5m倾斜向下进行深孔注浆,倾斜角度为3-5°,有利于在竖井的封底侧面形成能够与纵向加固结构3连接的部分封底结构,将纵向加固结构3与隔水加固结构4连接形成完整的封闭加固体。The second method is: deep hole grouting is performed by a bottom grouting steel pipe 40 at a downward inclination of 1.5m from the inner wall of the shaft, with an inclination angle of 3-5°, which is conducive to forming a partial bottom structure on the bottom side of the shaft that can be connected to the longitudinal reinforcement structure 3, and connecting the longitudinal reinforcement structure 3 with the water-proof reinforcement structure 4 to form a complete closed reinforcement body.

本发明的隔水加固结构4与侧向井壁的纵向加固结构3加固形成封闭加固体,是本发明的注浆封闭的关键步骤。优选的,封底注浆钢管40的注浆压力O.5~1MPa。隔水加固结构4采用双液水泥浆加固,注浆深度为1.5m。封底注浆钢管40的注浆孔纵横向间距1.5m。The water-proof reinforcement structure 4 of the present invention is reinforced with the longitudinal reinforcement structure 3 of the lateral shaft wall to form a closed reinforcement body, which is a key step of the grouting closure of the present invention. Preferably, the grouting pressure of the bottom grouting steel pipe 40 is 0.5-1MPa. The water-proof reinforcement structure 4 is reinforced with double-liquid cement slurry, and the grouting depth is 1.5m. The grouting holes of the bottom grouting steel pipe 40 are spaced 1.5m in the vertical and horizontal directions.

通过步骤S1~S4,纵向加固结构3与隔水加固结构4连接形成完整的竖井状防水加固体,能够抵抗承压水层的水压。其竖井内的泥土在开挖时不会受到承压水层的水压冲压,水只能缓慢渗入,有效避免承压水层压力对地层开挖造成的涌水流沙问题。Through steps S1 to S4, the longitudinal reinforcement structure 3 is connected with the water-proof reinforcement structure 4 to form a complete shaft-shaped waterproof reinforcement body, which can resist the water pressure of the confined water layer. The soil in the shaft will not be pressed by the water pressure of the confined water layer during excavation, and water can only penetrate slowly, effectively avoiding the problem of water gushing and quicksand caused by the pressure of the confined water layer on the excavation of the stratum.

S5:破除临时封底结构1。S5: Destroy the temporary bottom cover structure 1.

破除掉临时封底结构1,为竖井的开挖做准备。The temporary bottom sealing structure 1 is removed to prepare for the excavation of the shaft.

S6:对竖井A进行竖向开挖。S6: Vertical excavation of shaft A.

竖井开挖采用倒挂井壁法进行。在开挖的过程中,对井内明水进行抽排。如图6所示,每挖50cm进行竖井初衬结构5的施作。The vertical shaft excavation is carried out by the inverted shaft wall method. During the excavation process, the surface water in the shaft is pumped out. As shown in Figure 6, the initial lining structure 5 of the vertical shaft is constructed every 50 cm.

S7:在开挖4m后再次进行步骤S2~S6的施作,直至开挖穿过承压水地层位置。S7: After excavating 4 m, steps S2 to S6 are performed again until the excavation passes through the confined water stratum.

破除临时封底结构1后,在穿越承压水地层施工进行分段开挖,每挖一段,按照步骤S2-S6进行一次加固,循环开挖直至完成承压水地层竖井施工。After breaking down the temporary bottom sealing structure 1, excavation is carried out in sections when passing through the confined water stratum. After each section is excavated, reinforcement is carried out according to steps S2-S6, and excavation is repeated until the construction of the confined water stratum shaft is completed.

S8:在竖井挖至预设深度后,在竖井底板设置永久封底结构6。S8: After the shaft is excavated to a preset depth, a permanent bottom sealing structure 6 is set on the shaft bottom plate.

具体地,如图7所示,采用工字钢作钢骨架,浇筑混凝土以对竖井底板进行浇筑封底,形成永久封底结构6。Specifically, as shown in FIG. 7 , an I-beam is used as a steel skeleton, and concrete is poured to seal the bottom plate of the shaft, thereby forming a permanent bottom sealing structure 6 .

本发明的基于无降排水的承压水层竖井施工方法,采用预先加固后开挖的方式,能够有效防止在竖井施工过程中承压水作用下引起的涌水涌砂问题,解决竖井带水作业施工的安全隐患,杜绝安全失稳。The method for constructing a vertical shaft in a pressurized water layer without drainage of the present invention adopts a method of excavation followed by pre-reinforcement, which can effectively prevent the problem of water and sand gushing caused by the action of pressurized water during the vertical shaft construction process, solve the safety hazard of vertical shaft water-carrying construction, and prevent safety instability.

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。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-mentioned 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 disclosure scope of the present invention and fall within the protection scope of the present invention. Those skilled in the art should understand that the present invention specification and its drawings are illustrative and do not constitute a limitation on the claims. The scope of protection of the present invention is defined by the claims and their equivalents. The present invention specification contains multiple inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally", which means that the corresponding paragraph discloses an independent concept, and the applicant reserves the right to file a divisional application based on each inventive concept.

Claims (8)

1. The construction method for preventing surging based on the temporary back cover structure is characterized by at least comprising the following steps:
before arranging the waterproof reinforcement structure (4), arranging at least one temporary bottom sealing structure (1) which is preset to be matched with the size of the vertical shaft at a first position which is not influenced by the pressure-bearing water layer, wherein the distance between the first position and the pressure-bearing water layer is not less than ; Wherein/>Is the water impermeable layer weight,/>Is the gravity of water,/>Is the height of the pressure-bearing water head;
The second position is arranged above the first position, a transverse horizontal reinforcing structure (2) extending along the periphery of the shaft wall within a specified range is arranged at the second position so as to transversely and horizontally reinforce the periphery of the shaft, and the transverse horizontal reinforcing structure (2) forms a horizontal slurry stopping wall at the upper part of an excavation area, so that the formation of water channels between various floors is prevented;
arranging a longitudinal grouting steel pipe (30) between the first position and the second position to form a longitudinal reinforcing structure (3) which longitudinally extends downwards to a specified depth and is distributed along the side wall of the vertical shaft, and carrying out bottom hole vertical deep hole grouting at a sixth position below the first position of the temporary bottom sealing structure (1) to form a waterproof reinforcing structure (4) which can be connected with the longitudinal reinforcing structure (3) into a whole, wherein the waterproof reinforcing structure (4) and the longitudinal reinforcing structure (3) form a waterproof reinforcing layer of the profile of the vertical shaft, so that the sealing reinforcing body formed by reinforcing the waterproof reinforcing structure (4) and the longitudinal reinforcing structure (3) cuts off internal and external hydraulic connection, and the capacity of the bottom of the vertical shaft pit for resisting pressure water surge is increased;
After the waterproof reinforcement structure (4) is arranged, excavating a vertical shaft in a sectional manner until a preset distance which does not penetrate through the waterproof reinforcement structure (4) is reserved under the condition that the temporary bottom sealing structure (1) is broken, and excavating the vertical shaft in a sectional manner in a mode that the temporary bottom sealing structure (1), the transverse horizontal reinforcement structure (2) and the waterproof reinforcement layer are circularly arranged so as to form a vertical shaft structure penetrating through the bearing water layer;
the distance between the first position and the sixth position is not smaller than 4m, the distance between the second position and the first position is not smaller than 1m, and the second position is located above the water level line of the pressure-bearing water.
2. The construction method for preventing surging based on a temporary back cover structure according to claim 1, wherein the method for disposing the longitudinal reinforcement structure (3) between the first position and the second position comprises: at least one layer of longitudinal grouting steel pipes (30) which are distributed along the side wall of the vertical shaft in an inclined way is arranged,
The longitudinal grouting steel pipes (30) are grouted obliquely downwards in a deep hole grouting mode to form the longitudinal reinforcing structures (3) distributed along the side wall of the vertical shaft.
3. The construction method for preventing surging based on the temporary back cover structure according to claim 2, wherein,
A transverse grouting steel pipe (20) comprising a long steel pipe and a short steel pipe is horizontally arranged along the side wall of the vertical shaft at a second position, the long steel pipe and the short steel pipe are arranged at intervals in a long-short staggered mode,
And the transverse grouting steel pipe (20) is poured in a horizontal deep hole grouting mode to form a transverse horizontal reinforcing structure (2).
4. The construction method for preventing surging based on the temporary back cover structure according to claim 2, wherein the method further comprises:
After the temporary bottom sealing structure (1) is arranged and before the waterproof reinforcing structure is arranged, the transverse horizontal reinforcing structure (2) is reinforced and formed in a horizontal deep hole grouting mode within the range of 3m along the periphery of the shaft wall.
5. The construction method for preventing surging based on the temporary back cover structure according to claim 2, wherein,
Under the condition that the profile of the transverse cross section of the vertical shaft is rectangular, at least one long steel pipe and at least one short steel pipe at the intersecting ends of two intersecting sides of the transverse horizontal reinforcing structure (2) form diffusion arrangement in a manner of inclining to the sides, wherein the two long steel pipes at the two intersecting ends are adjacently arranged.
6. A construction method for preventing surging based on a temporary back cover structure according to claim 3, wherein the method for providing the longitudinal reinforcement structure (3) further comprises:
the longitudinal grouting steel pipe (30) comprises a first layer of grouting steel pipe (31) arranged at a third position, a second layer of grouting steel pipe (32) arranged at a fourth position and a third layer of grouting steel pipe (33) arranged at a fifth position,
The arrangement heights of the first layer grouting steel pipe (31), the second layer grouting steel pipe (32) and the third layer grouting steel pipe (33) are gradually reduced, and deep hole grouting is respectively carried out in a manner of inclining around the periphery of the vertical shaft at the positions;
The first layer grouting steel pipe (31) is arranged at a first angle along the circumferential direction of the side wall of the vertical shaft and is used for deep hole grouting;
the second layer grouting steel pipes (32) are arranged at a second angle along the circumferential direction of the side wall of the vertical shaft and are used for deep hole grouting;
The third-layer grouting steel pipe (33) is circumferentially arranged at a third angle along the side wall of the vertical shaft and is used for deep hole grouting;
The first angle, the second angle and the third angle are sequentially reduced, so that in the grouting process, the slurry is used for grouting the side wall of the vertical shaft in a transverse layering mode, and the slurry forms transverse thickened grouting on the side wall of the vertical shaft from inside to outside, so that a longitudinal reinforcing structure (3) reaching a preset thickness and a preset longitudinal depth is formed.
7. The construction method for preventing surging based on a temporary back cover structure according to claim 1, wherein the method for providing a water-proof reinforcing structure (4) further comprises:
Deep hole grouting is performed downwards in an inclined manner, which is 1.5m away from the inner wall of the vertical shaft, by the bottom sealing grouting steel pipe (40), wherein the inclined angle is 3-5 degrees, so that a part of bottom sealing structure which can be connected with the longitudinal reinforcing structure (3) is formed on the bottom sealing side surface of the vertical shaft, and the longitudinal reinforcing structure (3) is connected with the water-proof reinforcing structure (4) to form a complete closed reinforcing body.
8. The construction method for preventing surging based on the temporary back cover structure according to claim 1, wherein,
At least one primary lining structure (5) is arranged on the inner wall of the vertical shaft in the process of downwards excavating along the excavation surface of the vertical shaft;
after the vertical shaft is dug to a preset depth, a permanent bottom sealing structure (6) is arranged on the bottom plate of the vertical shaft.
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