阅读说明：本技术 针对戈壁地质环境的竖井掘进施工方法及竖井结构 (Vertical shaft tunneling construction method and vertical shaft structure aiming at gobi geological environment ) 是由 李政 刘飞香 刘在政 李德平 任庆成 王巍峰 姚满 文中保 侯国荣 苏杰 罗志威 于 2020-07-20 设计创作，主要内容包括：本发明公开了一种针对戈壁地质环境的竖井掘进施工方法及竖井结构。施工方法包括：S1：在当前掌子面上,将多个挡砂桩沿着竖井井筒轮廓线的周向依次打入流沙中,周向上相邻挡砂桩之间充填混凝土,以形成一层环状的超前支护结构,进入S2；S2：控制竖井掘进机采用泥水模式在超前支护结构内侧掘进设定深度,并在掘进后安装管片,在安装管片后判断是否掘进到设定位置,若不是,以当前掘进到的表面作为掌子面,进入S1以进行下一层施工。在掘进前采用挡砂桩进行超前支护,阻止超前支护结构外的流砂内流,在掘进过程中,采用泥水模式进行掘进,掘进时泥浆护壁,能够减少井壁塌陷风险,提高施工安全性,使得竖井掘进机能够在戈壁环境中进行施工。(The invention discloses a shaft tunneling construction method and a shaft structure aiming at a gobi geological environment. The construction method comprises the following steps: s1: on the current face, a plurality of sand blocking piles are sequentially driven into the quicksand along the circumferential direction of the contour line of the shaft well, concrete is filled between adjacent sand blocking piles in the circumferential direction to form a layer of annular advanced supporting structure, and the step is S2; s2: and controlling a shaft heading machine to dig a set depth on the inner side of the forepoling structure by adopting a muddy water mode, installing a duct piece after digging, judging whether the shaft heading machine digs to the set position after installing the duct piece, and if not, taking the currently dug surface as a tunnel face and entering S1 to carry out next-layer construction. The method is characterized in that a sand blocking pile is adopted for advance support before tunneling, flowing sand outside an advance support structure is prevented from flowing inwards, a slurry mode is adopted for tunneling in the tunneling process, and a slurry wall is used for protecting a wall during tunneling, so that the risk of collapse of a well wall can be reduced, the construction safety is improved, and the shaft tunneling machine can be constructed in a gobi environment.)

1. A vertical shaft tunneling construction method aiming at a gobi geological environment is characterized by comprising the following steps:

s1: on the current tunnel face, a plurality of sand blocking piles are sequentially driven into quicksand along the circumferential direction of the contour line of the shaft, concrete is filled between the circumferentially adjacent sand blocking piles to form a layer of annular advanced supporting structure, and the step S2 is carried out, wherein the sand blocking piles are positioned on the outer side of the contour line of the shaft, are obliquely arranged and are gradually and radially far away from the center line of the contour line of the shaft from top to bottom;

s2: the method comprises the steps of controlling a shaft boring machine to adopt a muddy water mode to be in the inside tunneling set depth of a forepoling structure, installing a pipe piece after tunneling, judging whether the tunnel is tunneled to a set position after the pipe piece is installed, if not, taking the surface which is currently tunneled as a tunnel face, and entering S1 to carry out next-layer construction, wherein under the muddy water mode, a cutter head of the shaft boring machine rotates to cut dregs, the dregs which are cut off pass through the rotary stirring of the cutter head and the muddy water in an excavation cabin of the shaft boring machine are fully mixed to form slurry, and the slurry is discharged to a ground muddy water separation station.

2. A shaft boring construction method according to claim 1, wherein when the advance support structure is provided in at least two stages, a lower side of the advance support structure of an upper stage is juxtaposed with an upper side of the advance support structure of an adjacent lower stage, and the lower side of the advance support structure of the upper stage is located radially outward of the upper side of the advance support structure of the adjacent lower stage.

3. A shaft boring construction method according to claim 1, wherein in S1, before the sand stop piles are driven into the quicksand in sequence in the circumferential direction of the shaft contour line, the method further comprises:

digging a water pit on the current tunnel face, collecting water gushes in a centralized manner and discharging the water gushes by a pump.

4. A shaft excavation construction method according to claim 1, wherein the controlling of the shaft excavation machine excavates a set depth inside the advance support structure in a slurry water mode and installs a segment after excavation, including:

controlling the shaft boring machine to adopt a mud-water mode, and keeping the position of the shaft boring machine unchanged after adopting a full-face cutter head to bore a set depth in the advanced support structure;

carrying out spray anchor supporting operation;

and installing the duct piece after the supporting operation.

5. A shaft boring construction method according to any one of claims 1 to 4, wherein the step S2 further comprises subjecting the collected slurry to slurry treatment in the ground slurry-water separation station, wherein the slurry treatment comprises subjecting the slurry to pressure filtration, and discharging the slurry obtained by pressure filtration into the shaft boring machine again.

6. A shaft driving construction method according to claim 5, wherein the filter pressing treatment comprises:

adjusting the density and viscosity of the slurry to modify the slurry;

carrying out at least two times of filter pressing operation on the modified slurry;

and discharging the obtained clear slurry into the vertical shaft heading machine after the last filter pressing operation.

7. A shaft boring construction method according to claim 5, wherein the slurry treatment further comprises, before the filter pressing treatment: and carrying out at least two-stage rotational flow treatment on the slurry.

8. The shaft driving construction method according to claim 5, wherein in the driving process of S2, the method further comprises:

judging whether construction is carried out on a gobi gravel stratum, if so, adjusting the index of the slurry to a first slurry index, and adjusting the tunneling parameter of the vertical shaft tunneling machine to a first tunneling parameter;

wherein the first mud metric comprises: carrying out high-speed cultivation under the conditions of specific gravity of 1.08-1.15g/cm, viscosity of 25-30s and sand content of 1-2%;

wherein the first tunneling parameter comprises: the tunneling speed is 20-30mm/min, the average tunneling time per ring is controlled to be 1.4-1.6 hours, the rotating speed of a cutter head of the vertical shaft tunneling machine is controlled to be 2-2.5rpm/min, the torque is controlled to be 1200kNm-1500kNm, the slurry inlet pump flow rate of the vertical shaft tunneling machine is controlled to be between 349 and 351m and between 399 and 401m during tunneling and deslagging flow rate is controlled to be between 399 and 401m during bypassing.

9. The shaft driving construction method according to claim 5, wherein in the driving process of S2, the method further comprises:

judging whether construction is carried out on the gobi pebble-shale composite stratum, if so, adjusting the index of the slurry to a second slurry index, and adjusting the tunneling parameter of the vertical shaft tunneling machine to a second tunneling parameter;

wherein the second mud index comprises: carrying out heavy planting with a specific gravity of 1.08g/cm, a viscosity of 23-25s and a sand content of 1-2%;

wherein the second tunneling parameter comprises: and converting the rotation direction of a cutter head of the vertical shaft tunneling machine every 30cm, controlling the pressure fluctuation value of an excavation cabin of the vertical shaft tunneling machine within +/-0.02 MPa, controlling the tunneling speed within 10-15mm/min, controlling the average tunneling time within 2.4-2.6 hours per circle, controlling the rotation speed of the cutter head of the vertical shaft tunneling machine within 2.5-3rpm/min and controlling the torque within 1400kNm-1700kNm, controlling the slurry inlet pump flow of the vertical shaft tunneling machine between 379 and 381m and 421m and between 419 and 421m and/h during bypass, and controlling the slag discharge flow between 419 and 421 m.

10. A shaft structure characterized in that it is manufactured by applying the shaft excavation construction method according to any one of claims 1 to 9, the horizontal section of the sand retaining pile is U-shaped with the opening facing radially outward, and the bottom end of the sand retaining pile is a pointed structure.

Technical Field

The invention relates to the technical field of tunneling construction, in particular to a vertical shaft tunneling construction method and a vertical shaft structure aiming at a gobi geological environment.

Background

In recent years, with the promotion and implementation of the development strategy of the western China, the engineering construction projects of the western China are increasing day by day. The engineering construction in western regions comprises partial underground space development projects, and relates to the fields of underground resource development, national defense engineering, urban underground engineering and the like.

In recent years, as shield and TBM technologies have matured, shaft boring machines have begun to be used for shaft boring. However, when the tunnel is tunneled in the gobi area, the stability of the tunnel wall is poor, and the tunnel wall is easy to collapse due to disturbance during tunneling, the ground subsides, so that adjacent structures are cracked and subsided, and even the structure is damaged, so that the shaft tunneling machine brings great safety risk to tunneling construction, and is difficult to be applied to construction in the gobi environment.

Therefore, how to provide a vertical shaft tunneling construction method suitable for the gobi geological environment is a technical problem to be solved by the technical personnel in the field at present.

Disclosure of Invention

In view of the above, the invention aims to provide a shaft tunneling construction method aiming at the gobi geological environment, which is suitable for shaft tunneling in the gobi geological environment. Another object of the present invention is to provide a shaft structure manufactured by applying the above construction method.

In order to achieve the purpose, the invention provides the following technical scheme:

a shaft tunneling construction method aiming at a gobi geological environment comprises the following steps:

s1: on the current tunnel face, a plurality of sand blocking piles are sequentially driven into quicksand along the circumferential direction of the contour line of the shaft, concrete is filled between the circumferentially adjacent sand blocking piles to form a layer of annular advanced supporting structure, and the step S2 is carried out, wherein the sand blocking piles are positioned on the outer side of the contour line of the shaft, are obliquely arranged and are gradually and radially far away from the center line of the contour line of the shaft from top to bottom;

s2: the method comprises the steps of controlling a shaft boring machine to adopt a muddy water mode to be in the inside tunneling set depth of a forepoling structure, installing a pipe piece after tunneling, judging whether the tunnel is tunneled to a set position after the pipe piece is installed, if not, taking the surface which is currently tunneled as a tunnel face, and entering S1 to carry out next-layer construction, wherein under the muddy water mode, a cutter head of the shaft boring machine rotates to cut dregs, the dregs which are cut off pass through the rotary stirring of the cutter head and the muddy water in an excavation cabin of the shaft boring machine are fully mixed to form slurry, and the slurry is discharged to a ground muddy water separation station.

Preferably, when the advanced support structure is provided with at least two layers, the lower side of the advanced support structure on the upper layer is arranged in parallel with the upper side of the advanced support structure on the adjacent lower layer, and the lower side of the advanced support structure on the upper layer is radially positioned outside the upper side of the advanced support structure on the adjacent lower layer.

Preferably, in S1, before the sand blocking piles are driven into the quicksand in sequence along the circumferential direction of the shaft contour line, the method further includes:

digging a water pit on the current tunnel face, collecting water gushes in a centralized manner and discharging the water gushes by a pump.

Preferably, the control shaft boring machine adopts a muddy water mode to dig a set depth in the inside of the advanced support structure, and installs a segment after digging, including:

controlling the shaft boring machine to adopt a mud-water mode, and keeping the position of the shaft boring machine unchanged after adopting a full-face cutter head to bore a set depth in the advanced support structure;

carrying out spray anchor supporting operation;

and installing the duct piece after the supporting operation.

Preferably, in S2, the method further includes performing slurry treatment on the collected slurry in the ground mud-water separation station, where the slurry treatment includes performing filter pressing treatment on the slurry, and discharging the filter-pressed clean slurry into the shaft boring machine again.

Preferably, the filter-pressing treatment comprises:

adjusting the density and viscosity of the slurry to modify the slurry;

carrying out at least two times of filter pressing operation on the modified slurry;

and discharging the obtained clear slurry into the vertical shaft heading machine after the last filter pressing operation.

Preferably, the slurry treatment further comprises, before the filter-pressing treatment: and carrying out at least two-stage rotational flow treatment on the slurry.

Preferably, in S2, during the tunneling process, the method further includes:

judging whether construction is carried out on a gobi gravel stratum, if so, adjusting the index of the slurry to a first slurry index, and adjusting the tunneling parameter of the vertical shaft tunneling machine to a first tunneling parameter;

wherein the first mud metric comprises: carrying out high-speed cultivation under the conditions of specific gravity of 1.08-1.15g/cm, viscosity of 25-30s and sand content of 1-2%;

wherein the first tunneling parameter comprises: the tunneling speed is 20-30mm/min, the average tunneling time per ring is controlled to be 1.4-1.6 hours, the rotating speed of a cutter head of the vertical shaft tunneling machine is controlled to be 2-2.5rpm/min, the torque is controlled to be 1200kNm-1500kNm, the slurry inlet pump flow rate of the vertical shaft tunneling machine is controlled to be between 349 and 351m and between 399 and 401m during tunneling and deslagging flow rate is controlled to be between 399 and 401m during bypassing.

Preferably, in S2, during the tunneling process, the method further includes:

judging whether construction is carried out on the gobi pebble-shale composite stratum, if so, adjusting the index of the slurry to a second slurry index, and adjusting the tunneling parameter of the vertical shaft tunneling machine to a second tunneling parameter;

wherein the second mud index comprises: carrying out heavy planting with a specific gravity of 1.08g/cm, a viscosity of 23-25s and a sand content of 1-2%;

wherein the second tunneling parameter comprises: and converting the rotation direction of a cutter head of the vertical shaft tunneling machine every 30cm, controlling the pressure fluctuation value of an excavation cabin of the vertical shaft tunneling machine within +/-0.02 MPa, controlling the tunneling speed within 10-15mm/min, controlling the average tunneling time within 2.4-2.6 hours per circle, controlling the rotation speed of the cutter head of the vertical shaft tunneling machine within 2.5-3rpm/min and controlling the torque within 1400kNm-1700kNm, controlling the slurry inlet pump flow of the vertical shaft tunneling machine between 379 and 381m and 421m and between 419 and 421m and/h during bypass, and controlling the slag discharge flow between 419 and 421 m.

The vertical shaft structure is manufactured by applying the vertical shaft tunneling construction method, the horizontal section of the sand blocking pile is U-shaped, the opening face of the sand blocking pile faces to the radial outer side, and the bottom end of the sand blocking pile is of a pointed structure.

According to the construction method provided by the invention, the sand blocking pile is adopted for advance support before tunneling, the flowing sand outside the advance support structure is prevented from flowing inwards, the stability of the tunnel wall is improved, in the tunneling process, a muddy water mode is adopted for tunneling, and the slurry protects the wall during tunneling, so that the risk of collapse of the well wall can be reduced, the construction safety is improved, and the vertical shaft tunneling machine can be constructed in a Gobi environment.

The invention also discloses a vertical shaft structure manufactured by applying the construction method.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the provided drawings without creative efforts.

FIG. 1 is a cross-sectional view of a method of the present invention for forepoling in a flowing sand layer;

FIG. 2 is a top view of a flow sand forepoling in accordance with the method of the present invention;

fig. 3 is a schematic diagram of a shaft boring machine and a ground mud-water separation station applied in the method provided by the invention;

FIG. 4 is a flow chart of a method provided by the present invention.

Reference numerals:

the grouting machine comprises a filling grouting 1, a sand blocking pile 2, a shaft contour line 3, a TBM4, a secondary cyclone mud removal unit 5, a vibration dewatering screening unit 6, a primary cyclone sand removal unit 7, a pre-screening unit 8, a mud tank 9, a new mud tank 10, a clean water tank 11, compressed air 12, a filter pressing device 13, a filter pressing pump 14, a mud tank to be pressed 15, a shear pump 16 and a clean water pump 17.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

The core of the invention is to provide a shaft tunneling construction method aiming at the gobi geological environment, which is suitable for shaft tunneling in the gobi geological environment. The other core of the invention is to provide a vertical shaft structure manufactured by the construction method.

It will be understood that when an element is referred to as being "secured to" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," and the like are used in the orientation or positional relationship indicated in the drawings for convenience in describing the invention and for simplicity in description, and do not indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be construed as limiting the invention. In addition, in the description of the present invention, "a plurality" means two or more unless otherwise specified.

Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. The terminology used in the description of the invention herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention.

The invention provides a specific embodiment of a shaft tunneling construction method aiming at a gobi geological environment, which comprises the following steps:

s1: on current face, squeeze into the quicksand in proper order a plurality of sand blocking piles along the circumference of shaft pit shaft contour line, it is adjacent in circumference fill concrete between the sand blocking pile to form the annular advance support structure of one deck, get into S2, wherein, sand blocking pile is located the outside of shaft pit shaft contour line, sand blocking pile slope sets up, and from top to bottom along radially keeping away from gradually the central line of shaft pit shaft contour line.

S2: and controlling a shaft heading machine to dig a set depth on the inner side of the forepoling structure by adopting a muddy water mode, installing a pipe piece after digging, judging whether the pipe piece is dug to a set position or not after installing the pipe piece, and if not, taking the currently dug surface as a tunnel face and entering S1 to carry out next-layer construction.

Specifically, as shown in fig. 1, after the first layer construction is finished, the second layer construction is continued, and during the second layer construction, the second layer construction is still performed according to the sequence of S1 and S2, namely, sand blocking piles are driven into the soil surface after the first layer construction for the tunnel face for advance support, and then the operations of tunneling and installing segments are performed until the tunneling reaches the set position. The shaft boring machine body comprises a TBM.

Under the muddy water mode, a cutter head of the vertical shaft heading machine rotates to cut muck, the cut muck is stirred by the rotation of the cutter head and is fully mixed with muddy water in an excavation cabin of the vertical shaft heading machine to form slurry, and the slurry is discharged to a ground muddy water separation station. Meanwhile, in the muddy water mode, the excavation cabin is completely isolated from other parts of the shaft heading machine, so that the construction influence caused by stratum change, underground water influence and the like in the construction process is avoided, the construction under various different working conditions can be adapted, and the influence of bad strata on the construction is reduced.

In the embodiment, the sand blocking piles are adopted for advance support before tunneling, the flowing sand outside the advance support structure is prevented from flowing inwards, the stability of the tunnel wall is improved, in the tunneling process, a muddy water mode is adopted for tunneling, and the slurry protects the wall during tunneling, so that the risk of collapse of the well wall can be reduced, the construction safety is improved, and the shaft tunneling machine can be constructed in a gobi environment.

Further, as shown in fig. 1, when the advanced supporting structure is provided with at least two layers, the lower side of the advanced supporting structure of the upper layer is arranged in parallel with the upper side of the advanced supporting structure of the adjacent lower layer, and the lower side of the advanced supporting structure of the upper layer is radially positioned outside the upper side of the advanced supporting structure of the adjacent lower layer. Due to the inclined arrangement of the sand blocking piles, the sand blocking piles at the adjacent lower layer can be conveniently placed. In addition, the existence of the overlapping part of the advance support structures of the adjacent layers in height is beneficial to improving the protection effect.

Further, in S1, before the sand blocking piles are driven into the quicksand in sequence along the circumferential direction of the shaft contour line, the method further includes: digging a water pit on the current tunnel face, collecting gushing water in a centralized manner and discharging the gushing water by using a pump so as to facilitate the smooth proceeding of the subsequent tunneling work.

Further, S2 specifically includes: controlling the shaft boring machine to adopt a mud-water mode, and keeping the position of the shaft boring machine unchanged after adopting a full-face cutter head to bore a set depth in the advanced support structure; carrying out spray anchor supporting operation; and installing the duct piece after the supporting operation. During tunneling, due to the fact that the full-face cutter head is adopted for excavating, construction efficiency can be improved, and over-excavation is controlled. In addition, the position of the shaft heading machine does not need to be adjusted repeatedly in the process of installing the duct piece after heading, so that the construction efficiency can be further improved.

Taking a specific implementation process as an example, the sand blocking pile is a U-shaped channel steel. Digging a water pit to collect water gushing from the tunnel face, and discharging the water out by a pump to reduce the water level until the water is not discharged. Then, along the contour line of a shaft, a plurality of sand blocking piles with the length of 3.0m are obliquely and outwards driven into a quicksand layer, the external deflection angle of each sand blocking pile is 5 degrees, the lower end of each sand blocking pile is provided with a tip, the sand blocking piles are conveniently rammed into the quicksand layer, and gaps between adjacent sand blocking piles in the circumferential direction are filled with grouting. And (3) starting tunneling after the first sand retaining pile is constructed, timely carrying out spray anchor supporting operation after 2m of tunneling, and improving the supporting strength by adopting steel fiber high-strength concrete spray supporting. When the next layer of construction is continued, the overlapping length of the upper sand retaining pile and the lower sand retaining pile, namely the overlapping height in the height direction is 1.0 m.

Further, in S2, performing slurry treatment on the collected slurry in the ground mud-water separation station, where the slurry treatment includes performing filter pressing on the slurry, and discharging the filter-pressed clean slurry into the shaft boring machine again.

Wherein, more specifically, the filter-pressing treatment comprises: adjusting the density and viscosity of the slurry to modify the slurry; carrying out at least two times of filter pressing operation on the modified slurry; and discharging the obtained clear slurry into the vertical shaft heading machine after the last filter pressing operation.

In the embodiment, in the filter pressing treatment, the filter pressing effect can be improved through at least two filter pressing operations, and in addition, the equipment adopted in each filter pressing operation can be the same type of equipment or different types of equipment.

Specifically, in the tunneling process, a cutter disc of the vertical shaft tunneling machine rotates to cut slag, the cut slag is fully mixed with slurry in an excavation bin through the rotation stirring of the cutter disc to form slurry, the slurry is discharged to a ground slurry separation station through a slurry discharge pump of a slurry circulation system, the slag is screened through the slurry separation station, the screened slag is directly treated and discharged, and the slurry recovered after the screening of the slag is continuously circulated to the excavation bin so as to be circulated. In addition, the main support frame propulsion oil cylinder extends out to press the steel pipe sheet downwards, the thrust of the equipment for tunneling downwards is applied through the oil cylinder, and the whole machine can be hoisted through a hydraulic lifting system. Through the matching design of the hydraulic lifting system and the propelling system, the downward tunneling function of the vertical shaft tunneling machine is realized, the vertical shaft tunneling machine can also be lifted upwards, and the whole machine can be lifted when the posture is changed or needs to be corrected again.

Specifically, the filter press process is performed by a filter press system. The filter pressing system mainly comprises a filter press, an air compressor, a slurry pump, a slurry box and a control system. The process of treating the slurry by using the filter pressing system is specifically divided into the following steps: slurry collection → slurry modification → pressure filtration (containing slurry feeding and pressure building) → drainage → diaphragm pressing → air blowing dehydration → discharge → pipeline flushing. Wherein, the filter pressing, the diaphragm pressing and the air blowing dehydration can be respectively regarded as one-time filter pressing operation. The mud pump sends the mud in the underflow mud tank to a closed chamber between filter plates of the filter press, solid-phase particles in the mud are intercepted by the filter cloth and gradually enriched to form a filter cake, the filter liquor flows out into the filter liquor collecting box through the filter cloth, and the generated clear liquid is sent to the vertical shaft heading machine for reuse.

In the embodiment, as the mud is subjected to filter pressing treatment, the obtained clear mud can enter the vertical shaft heading machine again for cyclic utilization, so that the construction water can be reduced, and the method can be suitable for the gobi environment with water shortage.

Further, in the slurry treatment, before the filter pressing treatment, the method further comprises: and carrying out at least two-stage rotational flow treatment on the slurry.

As shown in fig. 3, the ground mud-water separation station is specifically composed of functional units such as a mud-water separation device, a pulping device, a size mixing device and a filter pressing device. The mud-water separation equipment mainly comprises a pre-screening unit, a first-stage cyclone desanding unit, a second-stage cyclone desilting unit, a vibration dewatering screening unit, 4 mud boxes (connected in series side by side) and the like, wherein the first-stage cyclone desanding unit and the second-stage cyclone desilting unit complete two-stage cyclone treatment. And the effect of mud-water separation can be ensured through cyclone and dehydration treatment. Wherein, 4 mud tanks include two mud tanks specifically, a new thick liquid case and a clear water tank.

In addition, the mud-water separation equipment adopts a modular design, and main parts are arranged in a container frame, particularly a standard 30-ruler container frame. The components in the mud-water separation equipment adopt an assembled structure, pre-wiring pre-test run is completed in a factory, the assembly is easy to disassemble and transport, the assembly and the disassembly are convenient and quick on a construction site, and the use requirement of remote removal can be met. In addition, the mud-water separation equipment is easy to split and form different processing units, and the applicability of the equipment with different processing capacities is enhanced. In addition, the swirler adopts the modular design, and aiming at different stratums, the swirler group can be conveniently and quickly replaced, and the applicability of the equipment in different stratums is improved. The pulping equipment adopts a shear pump to realize the functions of shearing and rapid hydration of the polymer or the clay.

Further, in S2, during the tunneling process, the following steps are performed simultaneously: and judging whether construction is carried out on the gobi gravel stratum, if so, adjusting the index of the slurry to the first slurry index, and adjusting the tunneling parameter of the vertical shaft tunneling machine to the first tunneling parameter.

Wherein the first mud metric comprises: carrying out high-speed high. Additionally, the first tunneling parameter includes: the tunneling speed is 20-30mm/min, the average tunneling time per ring is controlled to be 1.4-1.6 hours, the rotating speed of a cutter head of the vertical shaft tunneling machine is controlled to be 2-2.5rpm/min, the torque is controlled to be 1200kNm-1500kNm, the slurry inlet pump flow rate of the vertical shaft tunneling machine is controlled to be between 349 and 351m and between 399 and 401m during tunneling and deslagging flow rate is controlled to be between 399 and 401m during bypassing.

The unfavorable stratum in which the gobi geology is not favorable for the shaft tunneling machine to tunnel mainly comprises a gravel layer and a round gravel-shale composite stratum.

For the gravel layer, the stratum has large porosity, and slurry with high specific gravity and high viscosity is adopted, so that a high-quality mud film can be effectively formed on the excavation surface and the well wall, and the stratum is kept stable. Aiming at the characteristics that the gravel has large water seepage performance and is easy to collapse after being disturbed, when the vertical shaft tunneling machine passes through a gravel stratum section, a slurry balance mode is adopted for tunneling so as to ensure that an excavation cabin can be sealed to stabilize the pressure of the excavation cabin, an excavation surface and a cavity wall are stabilized, the settlement is controlled, and the collapse is prevented. In addition, when the shaft tunneling machine tunnels in the gravel layer, the tunneling speed is improved as much as possible under the condition that the conditions allow, and the phenomenon that the gravel of the tunnel wall is liquefied and collapsed due to the fact that the stratum is disturbed for too long time by the rotation of the cutter head is avoided.

Particularly, the tunneling speed in the gravel is properly accelerated and controlled to be between 20 and 30 mm/min; the average tunneling time per circle is controlled to be about 1.5 hours, the tunneling speed is high, the formation disturbance can be reduced, and the problems of overexcavation, cave wall collapse and the like are solved. The rotating speed of the cutter head is controlled to be 2-2.5rpm/min, the torque is controlled to be 1200kNm-1500kNm, and the thrust is controlled to be adjusted according to the number and the weight of the pipe pieces. And (4) performing related setting on slurry circulation, controlling the slurry inlet pump flow to be about 350 m/h during tunneling, controlling the slurry inlet pump flow to be about 400 m/h during bypass, and controlling the slag discharge flow to be about 400 m/h during tunneling and bypass.

Further, in S2, during the tunneling process, the method further includes: judging whether construction is carried out on the gobi pebble-shale composite stratum, if so, adjusting the index of the slurry to a second slurry index, and adjusting the tunneling parameter of the vertical shaft tunneling machine to a second tunneling parameter;

wherein the second mud index comprises: the specific gravity is 1.08g/cm, the viscosity is 23-25s, and the sand content is 1-2%. Wherein the second tunneling parameter comprises: and converting the rotation direction of a cutter head of the vertical shaft tunneling machine every 30cm, controlling the pressure fluctuation value of an excavation cabin of the vertical shaft tunneling machine within +/-0.02 MPa, controlling the tunneling speed within 10-15mm/min, controlling the average tunneling time within 2.4-2.6 hours per circle, controlling the rotation speed of the cutter head of the vertical shaft tunneling machine within 2.5-3rpm/min and controlling the torque within 1400kNm-1700kNm, controlling the slurry inlet pump flow of the vertical shaft tunneling machine between 379 and 381m and 421m and between 419 and 421m and/h during bypass, and controlling the slag discharge flow between 419 and 421 m.

In a gravel and mudstone composite stratum, during tunneling, due to reasons of unsmooth discharge of dregs, blockage of pipes and blockage of bins and the like, the pressure of an excavation bin fluctuates greatly, the stability of a hole wall is controlled to be unfavorable, an operator needs to stare at the excavation bin to control the pressure change, when the pressure of the excavation bin rises or falls rapidly, part or all of slurry inlet pipelines leading to the excavation bin must be closed or opened immediately to reduce pressure fluctuation, and the fluctuation value is controlled within +/-0.02 MPa.

In order to prevent the cutter head from caking mud cakes, the propelling speed needs to be slowed down, the rotating speed of the cutter head needs to be increased, and the muck is refined so as to be smoothly discharged; when the machine is stopped, the pipeline is used for intensively washing the residue soil accumulation position on the cutter head at high pressure, so that the slurry pipe which directly washes the round gravel stratum is forbidden to be opened, and the instability of the round gravel on the tunnel wall is prevented.

In addition, relevant parameters are set according to the characteristics of the gravel-mudstone composite stratum, the normal tunneling speed is 20-30mm/min, and the tunneling speed is properly slowed down and controlled at 10-15mm/min in the gravel-mudstone; the average tunneling time per circle is controlled to be about 2.5 hours, the tunneling speed is too high, the cutting soil is excessive, more dregs need to be discharged, and the problems of pipeline blockage, mud cake consolidation of a cutter head and the like are easy to occur; the rotating speed of the cutter head is controlled to be 2.5-3 rpm/min; the torque is controlled to be 1400kNm-1700kNm, and the thrust is adjusted according to the number and the weight of the pipe pieces. In the aspect of slurry circulation control, slurry inlet pump flow is controlled to be about 380m for carrying out dry top planting during tunneling, 420m for carrying out dry top planting during bypassing, and slag discharging flow is controlled to be 420m for carrying out dry top planting during tunneling and bypassing.

The construction method provided by the embodiment has the following advantages: an advanced reinforcing method is provided for the problem of unfavorable geology such as gobi quicksand, and sand blocking piles are arranged along the periphery of a designed contour line of a vertical shaft in a circle to be matched with grouting for reinforcement, so that the stability of the side wall of the vertical shaft is realized, and the construction safety is guaranteed; aiming at the problem that the side wall of a tunneling gobi gravel stratum is easy to destabilize and collapse, relevant parameters suitable for tunneling construction of the gobi gravel stratum are made by combining the parameters of a vertical shaft tunneling machine, the parameters are used for guiding the tunneling construction, the slurry balance mode is adopted for tunneling by combining the characteristics of the vertical shaft tunneling machine, the specific gravity and the concentration of slurry are controlled, and the tunneling speed and the cutter head rotating speed which are matched with the characteristics of the tunneling stratum are adopted; in the aspect of deslagging, mud water with strong adaptability is adopted for cyclic deslagging, a filter pressing device is adopted for the drought and water-deficient environment of the gobi, discharged muck is screened, the mud is directly discharged to the filter pressing device during slurry abandoning, the mud cake is formed by compression and dehydration through independent treatment, transportation and discharge, the slurry abandoning compression recovered water is directly discharged to a slurry tank for reuse, the construction water is reduced, and the gobi water-deficient environment is adapted; the underground operation can be realized, and the personnel do not need to go into the well when the whole machine is constructed, so that the construction is safe and efficient; the mechanical operation is realized, a vertical shaft tunneling machine is adopted for operation, the mechanical degree is high, and the construction operation intensity of personnel is greatly reduced; the tunneling and steel pipe sheet support integrated construction is carried out, the support is finished at the excavation position, and the tunnel collapse risk is reduced; the excavation efficiency of the full-face vertical shaft tunneling machine is more than 3 times of that of manual tunneling, the maximum tunneling speed can reach 1.8m/h, the tunneling speed of a clay layer is set to be 10mm/min, only 2.5h is needed for tunneling a ring pipe piece, the shortest tunneling time of 1.5m in a construction project is 45min, the excavation and slag discharging can be carried out in parallel, no interference exists among all working procedures, and the excavation efficiency is high; the construction adaptability is wide; the cutter head is driven by a hydraulic motor, the rotating speed of the cutter head, the thrust and the propelling speed of equipment can be subjected to stepless speed regulation, and related tunneling parameters are adjusted in real time aiming at various different stratums, so that the relative construction efficiency and the construction safety in different stratums are ensured; the muddy water mode is adopted for tunneling, the excavation bin is completely isolated from the interior of the equipment, the construction influence caused by stratum change, underground water influence and the like can be avoided in the construction, the construction method is suitable for construction under various different working conditions, and the influence of bad strata on the construction is reduced.

In addition to the shaft tunneling construction method, the invention also provides a shaft structure, the shaft structure is manufactured by applying the construction method provided in any one of the above embodiments, and the beneficial effects can be correspondingly referred to the above embodiments. The horizontal section of the sand blocking pile is U-shaped, the opening face of the horizontal section faces to the radial outer side, and the bottom end of the sand blocking pile is of a pointed structure. The structure of other parts of the shaft structure is referred to the prior art, and is not described in detail herein.

The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other.

The shaft tunneling construction method and the shaft structure aiming at the gobi geological environment provided by the invention are described in detail above. The principles and embodiments of the present invention are explained herein using specific examples, which are presented only to assist in understanding the method and its core concepts. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.