阅读说明：本技术 地下连续墙与微扰动全方位旋喷桩联合止水方法 (Underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method ) 是由 袁守谦 易觉 陈杰华 朱劲锋 邓惠敏 邵云 陈章 陈晓忠 黄文豪 唐仕国 周玉标 于 2020-09-21 设计创作，主要内容包括：本发明公开了一种地下连续墙与微扰动全方位旋喷桩联合止水方法,包括以下步骤：S1,在若干根预埋钢管21安装在钢筋笼上,预埋钢管21底部封闭,预埋钢管21随钢筋笼入槽,浇注成地下连续墙；S2,基坑开挖中,用钻机把预埋钢管21的底部钻穿,让预埋钢管21内部与地下连续墙体外界水体连通；S3,将预埋钢管21作为地下水的水位观察孔,监测地下连续墙底是否发生绕流的现象；S4,判断地下连续墙底发生绕流的现象后,将预埋钢管21作为微扰动全方位旋喷桩的注浆孔,全方位高压旋喷桩设备的钻杆通过预埋钢管21钻进至地下连续墙底的土体,钻杆的喷浆口将浆液喷射到土体进行加固。本发明能有效观察地下水波动情况,防止地下水绕流进入基坑内。(The invention discloses a combined water stopping method of an underground diaphragm wall and a micro-disturbance omnibearing jet grouting pile, which comprises the following steps: s1, installing a plurality of embedded steel pipes 21 on the reinforcement cage, sealing the bottoms of the embedded steel pipes 21, and pouring the embedded steel pipes 21 into the grooves along with the reinforcement cage to form the underground continuous wall; s2, during foundation pit excavation, drilling the bottom of the embedded steel pipe 21 through a drilling machine to enable the interior of the embedded steel pipe 21 to be communicated with the external water body of the underground continuous wall; s3, taking the embedded steel pipe 21 as a water level observation hole of underground water, and monitoring whether the phenomenon of streaming occurs at the bottom of the underground continuous wall; and S4, after judging that the phenomenon of streaming occurs at the bottom of the underground continuous wall, taking the embedded steel pipe 21 as a grouting hole of the micro-disturbance omnibearing rotary spraying pile, drilling a drill rod of the omnibearing high-pressure rotary spraying pile equipment into a soil body at the bottom of the underground continuous wall through the embedded steel pipe 21, and spraying grout to the soil body through a grout spraying port of the drill rod for reinforcement. The invention can effectively observe the fluctuation condition of the underground water and prevent the underground water from flowing around into the foundation pit.)

1. A method for sealing water by combining an underground diaphragm wall and a micro-disturbance omnibearing jet grouting pile is characterized by comprising the following steps:

s1, installing a plurality of pre-buried steel pipes on the steel reinforcement cage, sealing the bottoms of the pre-buried steel pipes, and pouring the pre-buried steel pipes into the grooves along with the steel reinforcement cage to form the underground continuous wall;

s2, during foundation pit excavation, drilling the bottom of the embedded steel pipe by a drilling machine to enable the interior of the embedded steel pipe to be communicated with the external water body of the underground continuous wall;

s3, taking the embedded steel pipe as a water level observation hole of underground water, and monitoring whether the bottom of the underground continuous wall generates a streaming phenomenon or not by observing the fluctuation condition of the underground water;

and S4, after the phenomenon of streaming at the bottom of the underground continuous wall is judged, the embedded steel pipe is used as a grouting hole of the micro-disturbance omnibearing rotary spraying pile, a drill rod of the omnibearing high-pressure rotary spraying pile equipment drills into a soil body at the bottom of the underground continuous wall through the embedded steel pipe, and a grout is sprayed to the soil body through a grout spraying opening of the drill rod to be reinforced, so that a reinforced pile is formed.

2. The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method according to claim 1, characterized in that: before excavation of a foundation pit, the embedded steel pipe is used as an inclination measuring hole, an inclination measuring pipe is placed in the embedded steel pipe, an inclinometer probe is placed in the inclination measuring pipe, and water level conditions of multiple depths of the foundation pit enclosure structure are monitored in real time.

3. The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method according to claim 1, characterized in that: in step S3, an electric wire is used as a measuring rope, one end of the measuring rope is connected with a universal meter, the other end of the measuring rope is connected with a counterweight head, the measuring rope is introduced into the embedded steel pipe by a hanging hammer, when the counterweight head enters water, the measuring rope forms a loop through well water and the ground, a pointer of the universal meter swings, and the length of the measuring rope in the water is the water level buried depth in the well.

4. The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method according to claim 1, characterized in that: in step S4, a grout pipe of the omnibearing high-pressure jet grouting pile equipment is connected to the tail end of a drill rod, a grout spraying port is arranged at the front end of the drill rod, the drill rod is formed by sequentially connecting a plurality of single drill rods, and two adjacent single drill rods are connected through a screw.

5. The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method according to claim 4, characterized in that: in step S4, reinforcing piles are strung along the underground diaphragm wall to the impermeable layer.

6. The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method according to any one of claims 1 to 5, characterized in that: in step S1, the embedded steel pipes are fixed to the reinforcement cage by clips, and the embedded steel pipes are installed while avoiding the pouring bin.

7. The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method according to claim 6, characterized in that: four pre-buried steel pipes are arranged in the middle of the underground continuous wall.

Technical Field

The invention relates to the technical field of underground diaphragm wall construction, in particular to a combined water stopping method of an underground diaphragm wall and a micro-disturbance omnibearing jet grouting pile.

Background

In the process of implementing the invention, the inventor finds that at least the following problems exist in the prior art, the region of China is wide, the geological conditions are different, and the underground railway construction also faces various unfavorable geological problems. Karst is one of the main problems to be faced in urban rail transit construction in Guangzhou, Guiyang and the like, underground continuous walls of certain platforms are constructed in karst development sections, rock face fluctuation changes greatly due to the corrosion action, soil caves develop near rock-soil layer interfaces, karst ditches, karst troughs, karst gaps, karst caves and the like on the surface layer and the upper part of a rock stratum are developed intensively, the development regularity of the karst and the soil caves is poor and is in a disordered state, the morphological characteristics, the scale and the distribution range of the karst caves are difficult to determine, the local karst caves are rich in water and have connectivity, the rock stratum is hard, and the construction difficulty is increased for the underground continuous; if the construction site is close to an overhead bridge or important building facilities such as a sewage treatment plant and the like, important pipelines such as water supply pipelines, gas pipes, cables, optical fibers and the like exist in the range of the foundation pit, and the construction difficulty is higher.

In the construction sites, a larger corrosion groove easily exists in the range of the foundation pit, in the range of the corrosion groove, a sand layer below a station bottom plate has confined water with a higher water head, a water gushing phenomenon occurs in the excavation process of the north foundation pit, and the settlement value of buildings around the foundation pit is larger due to the foundation pit construction, so that the construction safety and the peripheral safety of the foundation pit are seriously influenced.

Disclosure of Invention

The present invention is directed to solving, at least to some extent, one of the above-mentioned problems in the prior art. Therefore, the embodiment of the invention provides a combined water stopping method of an underground diaphragm wall and a micro-disturbance omnibearing jet grouting pile, which effectively prevents underground water from flowing around into a foundation pit.

The underground continuous wall and micro-disturbance omnibearing jet grouting pile combined water stopping method comprises the following steps of:

s1, installing a plurality of pre-buried steel pipes on the steel reinforcement cage, sealing the bottoms of the pre-buried steel pipes, and pouring the pre-buried steel pipes into the grooves along with the steel reinforcement cage to form the underground continuous wall;

s2, during foundation pit excavation, drilling the bottom of the embedded steel pipe by a drilling machine to enable the interior of the embedded steel pipe to be communicated with the external water body of the underground continuous wall;

s3, taking the embedded steel pipe as a water level observation hole of underground water, and monitoring whether the bottom of the underground continuous wall generates a streaming phenomenon or not by observing the fluctuation condition of the underground water;

and S4, after the phenomenon of streaming at the bottom of the underground continuous wall is judged, the embedded steel pipe is used as a grouting hole of the micro-disturbance omnibearing rotary spraying pile, a drill rod of the omnibearing high-pressure rotary spraying pile equipment drills into a soil body at the bottom of the underground continuous wall through the embedded steel pipe, and a grout is sprayed to the soil body through a grout spraying opening of the drill rod to be reinforced, so that a reinforced pile is formed.

In an optional or preferred embodiment, before excavation of the foundation pit, the embedded steel pipe is used as an inclination measuring hole, an inclination measuring pipe is placed in the embedded steel pipe, an inclinometer probe is placed in the inclination measuring pipe, and water level conditions of multiple depths of the foundation pit enclosure structure are monitored in real time.

In an optional or preferred embodiment, in step S3, an electric wire is used as a measuring line, one end of the measuring line is connected to a multimeter, the other end of the measuring line is connected to a counterweight head, the measuring line is introduced into the embedded steel pipe by the hammer, when the counterweight head enters water, the measuring line forms a loop through well water and the ground, a pointer of the multimeter swings, and the length of the measuring line in water is the water level burial depth in the well.

In an alternative or preferred embodiment, in step S4, the slurry pipe of the omnibearing high-pressure jet grouting pile equipment is connected to the tail end of the drill rod, the slurry nozzle is arranged at the front end of the drill rod, the drill rod is formed by connecting a plurality of single drill rods in sequence, and two adjacent single drill rods are connected through a screw rod.

In an alternative or preferred embodiment, in step S4, the reinforcing piles are strung along the underground continuous wall to the impermeable layer.

In an alternative or preferred embodiment, in step S1, the embedded steel pipes are fixed to the reinforcement cage by clips, and the embedded steel pipes are installed avoiding the pouring bin.

In an optional or preferred embodiment, four embedded steel pipes are arranged in total and are arranged in the middle of the underground continuous wall.

Based on the technical scheme, the embodiment of the invention at least has the following beneficial effects: above-mentioned technical scheme, through set up pre-buried steel pipe in underground continuous wall, at the foundation ditch excavation in-process, can bore pre-buried steel pipe bottom, let inside and the external water intercommunication of underground continuous wall body of pre-buried steel pipe, the water level observation hole of groundwater can be regarded as to pre-buried steel pipe, the real time monitoring groundwater condition, whether take place the phenomenon of streaming at the bottom of the monitoring underground continuous wall, when groundwater takes place the undulant condition, can be according to groundwater fluctuation condition and water level condition, judge whether the foundation ditch exists gushing water and gush the sand dangerous situation and appear. If the risk of the dangerous case exists or the dangerous case occurs, the pre-buried steel pipe can be used as a grouting hole of the micro-disturbance omnibearing jet grouting pile in time for grouting construction, underground water is effectively prevented from flowing around to enter a foundation pit, and therefore the purpose of water stopping is achieved. In addition, the embedded steel pipe can also be used as an inclined hole, the water level conditions of the foundation pit enclosure structure at multiple depths can be monitored in real time, the embedded steel pipe can be used as a water level observation hole, a grouting hole and an inclined hole, and the purpose of one pipe for multiple purposes can be achieved.

Drawings

In order to more clearly illustrate the technical solution in the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly described below. It is clear that the described figures are only some embodiments of the invention, not all embodiments, and that a person skilled in the art can also derive other designs and figures from them without inventive effort.

FIG. 1 is a top view of a diaphragm wall in an embodiment of the present invention;

FIG. 2 is a front view of a diaphragm wall in an embodiment of the present invention;

FIG. 3 is a left side view of an underground diaphragm wall in an embodiment of the invention;

FIG. 4 is a flow chart of an embodiment of the present invention;

FIG. 5 is a front view of an underground diaphragm wall after being reinforced and water-stopped according to an embodiment of the invention;

FIG. 6 is a left side view of an underground diaphragm wall after being reinforced and water-stopped according to an embodiment of the invention.

Detailed Description

Reference will now be made in detail to the present preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to like elements throughout.

In the description of the present invention, it is to be understood that the positional or orientational relationships, such as those indicated by center, longitudinal, lateral, length, width, thickness, upper, lower, front, rear, left, right, vertical, horizontal, top, bottom, inner, outer, clockwise, counterclockwise, axial, radial, circumferential, and the like, are based on the positional or orientational relationships shown in the drawings and are for convenience of description and simplicity of description only, and are not intended to indicate or imply that the device or element so referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be considered as limiting.

In the description of the present invention, the meaning of several is one or more, the meaning of a plurality is two or more, and larger, smaller, larger, etc. are understood as excluding the present number, and larger, lower, inner, etc. are understood as including the present number unless specifically defined otherwise. Furthermore, the descriptions of first and second are only for the purpose of distinguishing between technical features, and are not to be construed as indicating or implying relative importance or implying any number or order of indicated technical features.

In the description of the present invention, unless otherwise expressly limited, terms such as set, arranged, mounted, connected, fixed and the like should be construed broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in the present invention in consideration of the detailed contents of the technical solutions.

In the description of the present invention, unless otherwise expressly limited, a first feature may be located on or below a second feature in direct contact with the second feature, or the first feature and the second feature may be in indirect contact via intermediate media. Also, a first feature may be directly above or obliquely above a second feature, or merely that the first feature is at a higher level than the second feature. A first feature may be directly below or obliquely below a second feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

Referring to fig. 1 to 4, a method for sealing water by combining an underground diaphragm wall and a micro-disturbance omnibearing jet grouting pile comprises the following steps:

and S1, installing a plurality of embedded steel pipes 21 on the reinforcement cage, sealing the bottoms of the embedded steel pipes 21, and pouring the embedded steel pipes 21 into the grooves along with the reinforcement cage to form the underground continuous wall 10. The embedded steel pipes 21 are fixed on the reinforcement cage through the hoops 22, the embedded steel pipes 21 are installed while avoiding the pouring bin 13, four embedded steel pipes 21 are installed in the middle of the underground continuous wall 10, and as shown in fig. 1, the middle of the underground continuous wall 10 refers to the middle of the underground continuous wall 10 in the thickness direction. The rolling method of the reinforcement cage is well known to those skilled in the art, and the reinforcement cage for the construction of the underground diaphragm wall 10 is formed by H-shaped steel 11 on both sides and reinforcing steel 12 in the middle and connected by stirrups. In the drawings, the outer side and the inner side of the foundation pit are marked for describing the position of the underground continuous wall 10, and in addition, the top elevation of the top beam of the underground continuous wall is also marked. In this embodiment, the inner diameter of each embedded steel pipe 21 is 200 mm.

And S2, drilling the bottom of the embedded steel pipe 21 by a drilling machine during foundation pit excavation, and communicating the inside of the embedded steel pipe 21 with the external water body of the underground continuous wall 10.

And S3, using the embedded steel pipe 21 as a water level observation hole of the underground water, and monitoring whether the phenomenon of the streaming around the bottom of the underground diaphragm wall 10 occurs or not by observing the fluctuation condition of the underground water.

Adopt the small-size rig to bore the back to the bottom of pre-buried steel pipe 21, use the universal meter cooperation can electrically conduct the survey rope of taking the length label measure the water level situation of change, concrete step is, regard as the survey rope with the electric wire, the universal meter is connected to survey rope one end, the counter weight head is connected to the survey rope other end, need expose the metal thread head, the sash weight is with in leading into pre-buried steel pipe 21 of survey rope, when the counter weight head is gone into water, the survey rope passes through well water and ground formation return circuit, the universal meter pointer swing, the length of aquatic survey rope is the water level buried depth in the well promptly. The multimeter selection mode is a resistance mode.

S4, after the phenomenon of the circumfluence at the bottom of the underground continuous wall 10 is judged, the situation that the water gushing and sand gushing are caused when the foundation pit is continuously excavated can be further judged, if the situation or possibility exists, the embedded steel pipe 21 is used as a grouting hole of the micro-disturbance omnibearing rotary jet pile, a drill rod of the omnibearing high-pressure rotary jet pile equipment drills into a soil body at the bottom of the underground continuous wall 10 through the corresponding embedded steel pipe 21, a grout spraying port of the drill rod sprays grout to the soil body for reinforcement, so that a reinforced pile 31 is formed, and the reinforced pile 31 is connected to a watertight layer along the underground continuous wall 10, as shown in figures 5 and 6.

The slurry conveying pipe of the omnibearing high-pressure jet grouting pile equipment is connected with the tail end of a drill rod, a slurry spraying port is formed in the front end of the drill rod, the drill rod is formed by sequentially connecting a plurality of single drill rods, in the embodiment, the length of each single drill rod is 1.5 m, the outer diameter of each single drill rod is 142mm, and two adjacent single drill rods are connected through a high-strength screw rod.

In addition, as a preferred option, before the excavation of the foundation pit, the embedded steel pipe 21 is used as an inclination measuring hole, an inclination measuring pipe is placed in the embedded steel pipe 21 and vertically arranged downwards along the inner wall of the embedded steel pipe 21 in the underground continuous wall 10, the bottom end of the inclination measuring pipe is shorter than the end surface of the embedded steel pipe by 50cm, the top surface of the inclination measuring pipe is 20cm higher than the underground continuous wall, and a top cover is additionally arranged. The inclinometer pipe can be a PVC high-precision inclinometer pipe on the market, a channel is provided for the subsequent inclinometer probe to enter the underground continuous wall 10, and the inclinometer pipe is internally provided with guide grooves for guiding the inclinometer probe to 90 degrees at intervals. And then, placing the inclinometer probe into the inclinometer pipe, and monitoring the water level conditions of the foundation pit support structure at multiple depths in real time.

While the embodiments of the present invention have been described in detail with reference to the drawings, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art.