阅读说明：本技术 一种用于坑内复合止水的旋喷桩及帷幕施工方法 (Rotary jet grouting pile and curtain construction method for composite water stop in pit ) 是由 李亮辉 曹笑颦 刘政 王嵩 方亮 于 2021-09-06 设计创作，主要内容包括：本发明涉及建筑技术领域,且公开了一种用于坑内复合止水的旋喷桩及帷幕施工方法,包括岩土层。该用于坑内复合止水的旋喷桩及帷幕施工方法,通过压紧板与套管配合的上部分,且朝向岩土层内孔壁的外表面设置为斜面,使得注浆管与套管在向下钻孔时,压紧板的底部受到压力,压缩弹簧收缩,当孔打完需要进行注浆时,注浆管与套管首先抬起,弹簧的压力释放,压紧板伸出,在注浆管底端喷出的浆液会进入到注浆管与套管的隔腔中,在注浆管与套管的上升过程中,由于岩土层内孔底部被浆液填充,套管内土块不易的排出,被挡板挡柱,压力增大,压紧板受到内部的压力,会向外倾斜,将套管与岩土层内孔之间的缝隙封闭,防止浆液在压力作用下通过缝隙上升。(The invention relates to the technical field of buildings, and discloses a construction method of a jet grouting pile and a curtain for composite water stop in a pit. This a spout stake soon and curtain construction method for compound stagnant water in hole, through pressure strip and sleeve pipe complex upper portion, and set up to the inclined plane towards the surface of ground layer inner bore wall, make slip casting pipe and sleeve pipe when drilling down, the bottom of pressure strip receives pressure, compression spring contracts, when the hole is beaten and needs to carry out the slip casting, slip casting pipe and sleeve pipe are at first lifted, the pressure release of spring, the pressure strip stretches out, can enter into slip casting pipe and sheathed tube separate the chamber in slip casting pipe and sheathed tube thick liquid bottom spun, at slip casting pipe and sheathed tube in-process that rises, because ground layer inner bore bottom is filled by the thick liquid, the difficult discharge of intraductal soil block of cover, by the baffle bumping post, pressure increase, the pressure strip receives inside pressure, can lean out, seal the gap between sleeve pipe and the ground layer inner bore, prevent that the thick liquid from rising through the gap under the pressure effect.)

1. The utility model provides a spout stake soon for compound stagnant water in pit, includes ground layer (1), its characterized in that: the inside of ground layer (1) is bored there is drill bit (2), the last fixed surface of drill bit (2) installs slip casting pipe (3), the outer lane of slip casting pipe (3) and the aperture cooperation cover that drills out with drill bit (2) are equipped with sleeve pipe (4), the bottom blowout thick liquid of slip casting pipe (3) strikes ground layer (1) and forms spouts stake (5) soon, movable sleeve is equipped with baffle (6) between slip casting pipe (3) and sleeve pipe (4), the lower extreme movable sleeve of sleeve pipe (4) is equipped with pressure strip (7), the upper surface of pressure strip (7) and the inside fixed cover that is located sleeve pipe (4) are equipped with spring (8).

2. The jet grouting pile for composite water stop in a pit according to claim 1, characterized in that: drill bit (2) are divided into the taper of bottom and sidetracking (9) of both sides, sidetracking (9) are in the bilateral symmetry installation of slip casting pipe (3), slip casting pipe (3) are divided into two-layer suit, the bottom fixed mounting of slip casting pipe (3) has water injection well choke (10), water injection well choke (10) intercommunication slip casting pipe (3) inside first layer separates the chamber, and water injection well choke (10) install on the vertical direction of the same horizontal plane of sidetracking (9), the bottom of slip casting pipe (3) and the below fixed mounting that is located sidetracking (9) have thick liquid mouth (11), thick liquid mouth (11) slope is downward.

3. The jet grouting pile for composite water stop in a pit according to claim 1, characterized in that: the baffle (6) is always positioned above the rock-soil layer (1), and the grouting pipe (3) and the sleeve (4) can ascend and descend simultaneously.

4. The jet grouting pile for composite water stop in a pit according to claim 1, characterized in that: the upper part of the compression plate (7) matched with the sleeve (4) is provided with an inclined surface facing the outer surface of the inner hole wall of the rock-soil layer (1).

5. A curtain construction method for compound water stop in a pit is characterized by comprising the following steps: the in-pit composite waterproof curtain structure comprises jet grouting piles (5), supporting waist beams (12), supporting piles (13), a continuous wall (14), primary sequence holes and secondary sequence holes, wherein single (or double) pipe jet grouting piles (5) are adopted in a soil layer, rock strata are grouted in a crack circulating mode, and the rock strata crack circulating grouting is upwards 2m and is overlapped with the jet grouting piles (5) to form a composite waterproof curtain;

the method specifically comprises the following steps:

(1) firstly, distributing and grouting from slightly weathered rocks to an overlying soil layer to form a support wale (12) and a support pile (13), wherein the support pile (13) can be replaced by a continuous wall (14);

(2) constructing a single (or double) pipe jet grouting pile (5) along the inner edge of the foundation pit from the upper soil layer of the foundation pit to the surface of the medium weathered rock layer, grouting the jet grouting pile (5) at one side of the support waist beam (12), and adopting single-row, double-row or multi-row jet grouting piles according to the development condition of underground water, wherein the jet grouting piles are mutually lapped;

(3) constructing bed rock fracture circulating grouting along the inner side of a foundation pit from a weathered rock stratum to the interior of a strongly weathered rock stratum by 2m upwards, and arranging 2 rows or more according to the fracture water development condition, wherein the row spacing is 1-1.2 m, the hole spacing is 1.8-2 m, each row of grouting holes are constructed in two steps, and grouting is firstly carried out in one-step hole construction and then in two-step hole construction;

(4) the upper soil layer jet grouting pile (5) is lapped with the lower bedrock crack circulating grouting curtain for 2m, and is matched with the supporting waist beam (12) and the supporting pile (13) (or the continuous wall (14)) to form a combined waterproof curtain.

Technical Field

The invention relates to the technical field of buildings, in particular to a construction method of a jet grouting pile and a curtain for composite water stop in a pit.

Background

Present deep basal pit excavation prior art all constructs stagnant water curtain and vertical supporting construction earlier at the earth's surface, and vertical supporting construction includes: stirring piles, jet grouting piles, secant piles, underground continuous walls and the like, then carrying out earthwork excavation and layered construction supporting systems layer by layer until reaching the bottom of a foundation pit, wherein the jet grouting piles are formed by drilling a jet grouting pipe and a nozzle at the bottom of the pile by using a drilling machine, and passing prepared slurry in advance through a high-pressure generating device according to the designed height, so that the fluid flow obtains huge energy and is highly jetted out from a nozzle at the edge of the grouting pipe to form a fluid flow with highly concentrated energy to directly damage a soil body, and in the jetting process, a drill rod is lifted while being selected and installed to fully stir and mix the slurry and the soil body, so that a columnar consolidation body with a certain diameter is formed in the soil, and the foundation is reinforced.

When the existing rotary spraying pile is used, in the process of spraying slurry and rotating to rise, the sprayed slurry impacts a hole wall and is mixed with soil scattered by impact, the hole diameter is enlarged, when the rotary spraying pile rises to be close to the ground, the hole diameter close to the ground is slightly enlarged due to the enlargement of the diameter of the lower part, the overflow effect of the slurry is enhanced, the slurry is easy to waste, the cavity below a drill bit is not sealed, the high-pressure effect is weak, the effect of the slurry on selectively loading and destroying a mixed soil layer is weakened, the diameter of the rotary spraying pile formed by spraying is small at the top and large at the bottom, and the stability of the foundation is influenced

In the deep and large foundation pit supporting engineering, when a bedrock crack develops and underground water and bedrock crack water are abundant, the bottom of a foundation pit often has a serious water leakage phenomenon, great hidden danger is caused to the safety of the foundation pit, secondary disasters (surface cracking, uneven settlement of roads, pipelines and buildings, subway deformation and the like) are caused to buildings (structures) around the foundation pit, and according to the situation, waterproof curtains such as stirring piles, jet grouting piles and the like in the conventional surface construction cannot meet the waterproof requirement, and the cost is too high when the occlusive piles and the underground continuous wall are adopted to directly penetrate through a bedrock crack layer. Particularly, the deep foundation pit support adopts a pile (wall) and inner support mode, the construction space in the pit is limited, and large-scale construction equipment cannot be constructed.

Disclosure of Invention

The invention provides a jet grouting pile for composite water stop in a pit and a curtain construction method, which have the advantages of ensuring the uniform forming diameter of the jet grouting pile and having good water stop effect under different conditions, and solve the problems that the hole wall is scattered, the diameter of the formed jet grouting pile becomes narrow at the upper part when grouting is carried out to the upper part, and serious water leakage exists under complicated grouting conditions.

The invention provides the following technical scheme: the utility model provides a spout stake soon and curtain construction method for compound stagnant water in hole, includes the ground layer, and the inside on ground layer is bored there is the drill bit, the last fixed surface of drill bit installs the slip casting pipe, the outer lane of slip casting pipe and the aperture cooperation cover that drills out with the drill bit are equipped with the sleeve pipe, the bottom blowout thick liquid of slip casting pipe strikes ground layer and forms the spout stake soon, movable sleeve is equipped with the baffle between slip casting pipe and the sleeve pipe, sheathed tube lower extreme movable sleeve is equipped with the pressure strip, the upper surface of pressure strip just is located sheathed tube inside fixed cover and is equipped with the spring.

Preferably, the drill bit divide into the taper of bottom and the sidetracking of both sides, the sidetracking is in the bilateral symmetry installation of slip casting pipe, the slip casting pipe divide into two-layer suit, the bottom fixed mounting of slip casting pipe has the water injection well choke, the inside first layer of water injection well choke intercommunication slip casting pipe separates the chamber, and the water injection well choke is installed on the vertical direction of the same horizontal plane of sidetracking, the bottom of slip casting pipe and the below fixed mounting that is located the sidetracking have the thick liquid mouth, thick liquid mouth slope is downward.

Preferably, the baffle is always positioned above the rock-soil layer, and the grouting pipe and the sleeve can ascend and descend simultaneously.

Preferably, the outer surface of the upper part of the compression plate matched with the sleeve and facing the inner hole wall of the rock-soil layer is provided with an inclined surface.

Preferably, the composite waterproof curtain structure in the pit comprises a jet grouting pile, a supporting waist beam, a supporting pile, a continuous wall, a primary sequence hole and a secondary sequence hole, wherein a single (or double) pipe jet grouting pile is adopted in a soil layer, a rock stratum is subjected to fracture circulating grouting, and the rock stratum fracture circulating grouting is upwards m and is overlapped with the jet grouting pile to form the composite waterproof curtain;

the method specifically comprises the following steps:

(1) firstly, distributing and grouting from slightly weathered rocks to an overlying soil layer to form supporting wales and supporting piles, wherein the supporting piles can be replaced by continuous walls;

(2) constructing single (or double) pipe jet grouting piles along the inner edge of the foundation pit from the upper soil layer of the foundation pit to the surface of the medium weathered rock layer, grouting the jet grouting piles at one side of the supporting waist beam, and adopting single-row, double-row or multi-row jet grouting piles according to the development condition of underground water, wherein the jet grouting piles are mutually overlapped;

(3) constructing bed rock fracture circulating grouting along the inner side of a foundation pit from a weathered rock stratum to the interior of a strongly weathered rock stratum by 2m upwards, and arranging rows or a plurality of rows according to the fracture water development condition, wherein the row spacing is 1-1.2 m, the hole spacing is 1.8-2 m, grouting holes in each row are constructed in two steps, and grouting is firstly carried out in one step and then is carried out in two steps;

(4) and the upper soil layer jet grouting pile is lapped with the lower bedrock crack circulating grouting curtain for 2m and is matched with the supporting waist beam and the supporting pile (or the continuous wall) to form a combined waterproof curtain.

The invention has the following beneficial effects:

1. the rotary jet grouting pile and the curtain construction method for the compound water stop in the pit have the advantages that the upper part matched with the pressing plate and the sleeve is arranged to be an inclined plane towards the outer surface of the inner hole wall of the rock-soil layer, so that when the grouting pipe and the sleeve are drilled downwards, the bottom of the pressing plate bears pressure, the compression spring contracts, when the hole is drilled, grouting is needed, the grouting pipe and the sleeve are lifted at first, the pressure of the spring is released, the pressing plate extends out, grout sprayed from the bottom end of the grouting pipe can enter a separation cavity between the grouting pipe and the sleeve, in the ascending process of the grouting pipe and the sleeve, as the bottom of the inner hole of the rock-soil layer is filled with the grout, soil blocks in the sleeve are difficult to discharge and are blocked by the baffle, the pressure is increased, the pressing plate bears internal pressure and can incline outwards, the gap between the sleeve and the inner hole of the rock-soil layer is sealed, the grout is prevented from ascending under the pressure effect through the gap, and excessive waste is caused, simultaneously the slope of pressure strip has the squeezing action to the ground layer that contacts, prevents that the pressure strip from corresponding the position ground layer and crumpling under the thick liquid strikes, guarantees that equipment when rising to the top on ground layer, and the top of hole does not crumple, and the rotatory injection of thick liquid is stable to the increase of ground layer hole diameter, and the diameter from the top down of the stake of spouting soon of formation is even.

2. The construction method of the jet grouting pile and the curtain for the compound water stop in the pit adopts the single (or double) pipe jet grouting pile in the soil layer, adopts the crack circulating grouting in the rock layer, and the rock layer crack circulating grouting is overlapped with the jet grouting pile for 2m upwards and matched with the supporting waist beam and the supporting pile (or the continuous wall) to form the compound water stop curtain Safe and normal use of important buildings (structures).

Drawings

FIG. 1 is a schematic structural view of a grouting pipe of the present invention;

FIG. 2 is an enlarged view of the structure at A in FIG. 1 according to the present invention;

FIG. 3 is a schematic top view of the sidetracking drill of the present invention;

FIG. 4 is a schematic top view of the pressing plate of the present invention;

FIG. 5 is a schematic structural view showing a grouting lifting section of the grouting pipe according to the present invention;

FIG. 6 is a schematic view of a structure of a soil layer single-tube jet grouting pile and a supporting pile matched curtain according to the present invention;

FIG. 7 is a schematic view of a curtain structure of a soil layer double-tube rotary jet grouting pile and a support pile in combination according to the present invention;

FIG. 8 is a schematic view of a soil layer single-tube jet grouting pile and continuous wall matched curtain structure of the present invention;

FIG. 9 is a schematic view of a structure of a soil layer double-tube rotary jet grouting pile and a continuous wall matched curtain according to the present invention;

FIG. 10 is a schematic diagram of a dual sequence hole and retaining pile matched curtain structure of a rock formation according to the present invention;

FIG. 11 is a schematic diagram of a three-sequence hole and retaining pile fitting curtain structure of a rock formation according to the present invention;

FIG. 12 is a schematic diagram of a dual sequence hole and diaphragm wall mating curtain of the present invention;

FIG. 13 is a schematic diagram of a three-sequence hole in rock layer and diaphragm wall fitting curtain structure according to the present invention;

fig. 14 is a schematic view of a vertical lapping structure of the jet grouting pile and the bedrock fracture grouting.

In the figure: 1. a rock-soil layer; 2. a drill bit; 3. a grouting pipe; 4. a sleeve; 5. carrying out jet grouting pile; 6. a baffle plate; 7. a compression plate; 8. a spring; 9. sidetrack drilling; 10. a water nozzle; 11. a pulp nozzle; 12. supporting the wale; 13. supporting piles; 14. a continuous wall.

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.

Referring to fig. 1, a construction method of a jet grouting pile and a curtain for composite water stop in a pit includes a rock-soil layer 1, a drill bit 2 is drilled in the rock-soil layer 1, a grouting pipe 3 is fixedly installed on the upper surface of the drill bit 2, a sleeve 4 is sleeved on the outer ring of the grouting pipe 3 and matched with the bore diameter drilled by the drill bit 2, grout sprayed from the bottom end of the grouting pipe 3 impacts the rock-soil layer 1 to form a jet grouting pile 5, a baffle 6 is movably sleeved between the grouting pipe 3 and the sleeve 4, the baffle 6 is always positioned above the rock-soil layer 1, the grouting pipe 3 and the sleeve 4 can be simultaneously lifted and lowered, so that soil blocks generated during drilling of the drill bit 2 are collected in the sleeve 4 and are blocked by the baffle 6, when the jet grouting pile 5 is formed by discharging grout after a certain depth is drilled, the grout and the soil blocks are blocked in the sleeve 4 to form a certain pressure, and the grouting pipe 3 and the sleeve 4 are continuously lifted, the soil blocks and the slurry in the casing 4 are discharged to form the jet grouting pile 5, and the drilled soil blocks can be effectively utilized.

Referring to fig. 2-4, the lower end of the casing 4 is movably sleeved with a pressing plate 7, the upper surface of the pressing plate 7 is fixedly sleeved with a spring 8 which is positioned inside the casing 4, the upper part of the pressing plate 7 matched with the casing 4 is provided with an inclined surface facing the outer surface of the inner hole wall of the rock-soil layer 1, so that when the grouting pipe 3 and the casing 4 are drilled downwards, the bottom of the pressing plate 7 is pressed, the compression spring 8 contracts, when the hole is drilled and grouting is needed, the grouting pipe 3 and the casing 4 are lifted at first, the pressure of the spring 8 is released, the pressing plate 7 extends out, grout sprayed from the bottom end of the grouting pipe 3 can enter a separation cavity between the grouting pipe 3 and the casing 4, during the rising process of the grouting pipe 3 and the casing 4, as the bottom of the inner hole of the rock-soil layer 1 is filled with grout, soil blocks in the casing 4 are not easy to be discharged, and are blocked by the baffle 6, the pressure is increased, and the pressing plate 7 is pressed internally, will lean out, seal the gap between sleeve 4 and the ground layer 1 hole, prevent that the thick liquid from rising through the gap under the pressure effect, cause too much waste, the slope of pressure strip 7 has the extrusion effect to the ground layer 1 that contacts simultaneously, prevent that pressure strip 7 from corresponding position ground layer 1 from collapsing under the thick liquid strikes, when guaranteeing equipment to rise to the top of ground layer 1, the top of hole does not collapse, the rotatory injection of thick liquid is stable to the increase of ground layer 1 hole diameter, the diameter of the pile 5 that spouts soon of formation is from top to bottom even, drill bit 2 divide into the taper of bottom and the side drill 9 of both sides, side drill 9 is at the bilateral symmetry installation of slip casting pipe 3, slip casting pipe 3 divide into two-layer suit, the bottom fixed mounting of slip casting pipe 3 has water injection well choke 10, water injection well choke 10 communicates the inside first layer of slip casting pipe 3 and separates the chamber, and water choke 10 installs in the same vertical direction of side drill 9, the bottom of slip casting pipe 3 just is located the below fixed mounting of sidetracking 9 and has thick liquid mouth 11, and thick liquid mouth 11 slope is downward for thick liquid mouth 11 when the blowout thick liquid, the downward blowout of watering can thick liquid slope, and blocked by the bottom surface of sidetracking 9, prevent that the thick liquid from assaulting the hole wall in the ground layer 1 that pressure strip 7 corresponds and destroy, guarantee to spout stake 5 shaping soon, upper and lower end diameter is the same.

Referring to fig. 6-14, the composite waterproof curtain structure in the pit comprises a jet grouting pile 5, a supporting waist beam 12, a supporting pile 13, a continuous wall 14, a primary sequence hole and a secondary sequence hole, wherein a single (or double) pipe jet grouting pile 5 is adopted in a soil layer, a rock stratum is grouted in a crack circulating manner, and the rock stratum crack circulating grouting is upwards 2m and is overlapped with the jet grouting pile 5 to form a composite waterproof curtain;

the method specifically comprises the following steps:

(1) firstly, distributing and grouting from slightly weathered rocks to an overlying soil layer to form a support wale 12 and a support pile 13, wherein the support pile 13 can be replaced by a continuous wall 14;

(2) constructing a single (or double) pipe jet grouting pile 5 along the inner edge of the foundation pit from the upper soil layer of the foundation pit to the surface of the medium weathered rock layer, grouting the jet grouting pile 5 at one side of the support waist beam 12, and adopting single-row, double-row or multi-row jet grouting piles according to the development condition of underground water, wherein the jet grouting piles are mutually lapped;

(3) constructing bed rock fracture circulating grouting along the inner side of a foundation pit from a weathered rock stratum to the interior of a strongly weathered rock stratum by 2m upwards, and arranging 2 rows or more according to the fracture water development condition, wherein the row spacing is 1-1.2 m, the hole spacing is 1.8-2 m, each row of grouting holes are constructed in two steps, and grouting is firstly carried out in one-step hole construction and then in two-step hole construction;

(4) the upper soil layer jet grouting pile 5 is lapped with the lower bedrock crack circulating grouting curtain for 2m, and is matched with the supporting waist beam 12 and the supporting pile 13 (or the continuous wall 14) to form a combined waterproof curtain.

The construction method of the composite waterproof curtain has the following effects:

(1) the composite waterproof curtain structure described by the method is small in construction equipment and flexible in construction, and can be implemented in deep foundation pits under the conditions of multi-layer inner support interference and construction condition limitation.

(2) The composite waterproof curtain can simultaneously plug soil layer underground water and bedrock crack water, and has a good waterproof effect.

(3) The composite waterproof curtain can be used for emergency treatment of failure of the bottom of an original waterproof curtain after foundation pit excavation, construction is carried out at the bottom of a pit, and underground water can be effectively blocked.

(4) The composite waterproof curtain can be used for the situations of side wall water seepage and pit bottom confined water gushing after excavation of deep foundation pits of adjacent subways and important building structures, and the safe and normal use of the subways and the important building structures is effectively protected.

The working principle of the jet grouting pile and the construction method thereof is as follows:

the grouting pipe 3 rotates and moves downwards under the driving of a rotary sprayer, simultaneously, the water nozzle 10 sprays water, the drill bit 2 and the side drill 9 drill a hole on the rock-soil layer 1, the drilled and crushed soil layer and rock are collected in a separation cavity between the casing pipe 4 and the grouting pipe 3 and are blocked by the baffle 6, after the drill reaches a certain depth, the grout nozzle 11 starts to spray grout, the grouting pipe 3 and the casing pipe 4 start to ascend, the grout sprayed from the grout nozzle 11 inclines downwards, the upper part of the grout is blocked by the bottom surface of the side drill 9, the pore diameter of the rock-soil layer 1 is expanded and filled by the sprayed grout, when the grouting pipe 3 and the casing pipe 4 ascend and carry out grouting, the pressure of the spring 8 is released, the pressing plate 7 extends out, the grout sprayed from the bottom end of the grouting pipe 3 can enter a separation cavity between the grouting pipe 3 and the casing pipe 4, and soil blocks in the casing pipe 4 are difficult to discharge due to the fact that the grout is filled at the bottom of the inner hole of the rock-soil layer 1 during the ascending of the grouting pipe 3 and the casing pipe 4, the pressure is increased by the retaining columns of the baffle 6, the pressure plate 7 is subjected to internal pressure and can incline outwards to seal a gap between the sleeve 4 and the inner hole of the rock-soil layer 1, so that slurry is prevented from rising through the gap under the pressure action and causing excessive waste, meanwhile, the inclination of the pressure plate 7 has an extrusion effect on the contacted rock-soil layer 1, the rock-soil layer 1 at the corresponding part of the pressure plate 7 is prevented from collapsing under the impact of the slurry, the top of the inner hole is not collapsed when the equipment rises to the top of the rock-soil layer 1, the rotating injection of the slurry is stable for increasing the diameter of the inner hole of the rock-soil layer 1, the diameter of the formed rotary jet piles 5 is uniform from top to bottom, firstly, the support waist beams 12 and the support piles 13 are formed by distributing and grouting from slightly weathered rock to an overlying soil layer, the support piles 13 can be replaced by the continuous wall 14, the rotary jet piles 5 are formed from the overlying soil layer to the surface of the medium weathered rock layer along the single (or double inner side pipes of the foundation pit, the grouting of the jet grouting piles 5 is positioned on one side of the supporting waist beam 12, single-row, double-row or multi-row jet grouting piles are adopted according to the development condition of underground water, the jet grouting piles are mutually overlapped, from the weathered rock stratum to the interior of the strongly weathered rock stratum, the bed rock fracture circulating grouting is constructed along the inner side of the foundation pit, 2 rows or multiple rows can be arranged according to the development condition of fracture water, the row spacing is 1-1.2 m, the hole spacing is 1.8-2 m, each row of grouting holes are constructed in two sequences, grouting is firstly conducted in a first sequence of holes, then conducted in a second sequence of holes, the upper soil layer jet grouting piles 5 are overlapped with the lower bed rock fracture circulating grouting curtain for 2m, and are matched with the supporting waist beam 12 and the supporting piles 13 (or the continuous wall 14) to form the combined water stop curtain.

It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.

Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.