A flexible composite impervious sheeting system and method of construction thereof

Abstract

The application discloses a flexible composite anti-seepage thin wall system and a construction method thereof. The flexible composite anti-seepage thin wall system comprises a solidified soil anti-seepage thin wall, a splicable omega-shaped core material, an omega-shaped core material vertical fusion splicable sleeve, a nose-shaped positioning card and an omega-shaped core material concave interface bottom protective sleeve. The application adopts the upper and lower cutting combination spray solidified agent slurry stirring to form a thin wall at the middle position of the embankment body, and then splicable vertical anti-seepage core materials are implanted at the middle position of the thin wall. After the thin wall is solidified, the anti-seepage core materials are adhered to form a whole, so that a flexible composite anti-seepage thin wall structure is formed at the middle position of the embankment. The application has the advantages of good flexibility, strong structural toughness, strong deformation adaptability, reliable anti-seepage, low investment and convenient construction.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of underground cutoff wall engineering, and particularly relates to a flexible composite cutoff thin wall system with low elastic modulus, strong deformation adaptability, good cooperation between cutoff core material and solidified soil, and good wall forming effect, and a construction method thereof. BACKGROUND

[0002] The cutoff wall is a commonly used cutoff structure in water retaining buildings such as clay core wall earth-rock dams and soil flood control embankments, is an indispensable structure in cutoff walls for water gate foundation seepage control and dam back seepage monitoring, and is often used in construction cofferdams, foundation pit support temporary engineering construction processes. Common types of cutoff walls include: a) concrete cutoff wall, b) high-pressure rotary jet cutoff wall, c) cement mixing cutoff wall, d) plastic steel sheet pile cutoff wall, e) clay well casing, and f) sand and gravel foundation curtain grouting cutoff wall.

[0003] Existing cutoff wall technology is very mature, and various types of cutoff walls have their own characteristics. Although problems can be solved in actual use, there is still much room for improvement if safety and reliability are pursued while considering economic rationality.

[0004] Problems with existing commonly used cutoff walls include:

[0005] a) Concrete cutoff wall: rotary digging or impact continuous hole forming is used in the water permeable foundation to form a groove, and then concrete is poured into the groove hole. Each groove hole forms a wall segment by one-time pouring of concrete, and multiple wall segments are connected and spliced by a water stop structure to form a whole cutoff wall. Excess wall stabilizing slurry needs to be recycled and treated through a slurry pool. The concrete cutoff wall includes a normal concrete cutoff wall and a plastic concrete cutoff wall. The existing normal concrete cutoff wall and plastic concrete cutoff wall both have problems such as large construction disturbance, high cost, too much rigidity, poor deformation adaptability, complex construction process, and high requirements for segmented joint processing.

[0006] b) High-pressure jet grouting cutoff wall: is to insert a hollow drill rod with a diameter of 75mm~130mm into the pervious foundation, and then use a high-pressure pump with a pressure of 20~40 Mpa to spray cement slurry or chemical slurry through the nozzle with a diameter of 2mm~3mm at the bottom of the hollow drill rod, forming a jet with concentrated energy, and the cement slurry or chemical slurry is pressed into the pervious soil and fully mixed with it, forming a single cement-soil pile with a diameter of about 0.6~1.2m, high strength and low permeability, and the adjacent piles are interlocked by 10~20cm overlap to form a continuous cutoff wall. The high-pressure jet grouting cutoff wall has the following disadvantages: when there are sand and gravel layers in the foundation soil, it is difficult to guarantee the construction quality, the durability is not high, the single-row cutoff wall cannot guarantee the impermeability, and the multi-row cutoff wall has high cost, especially the construction disturbance is large, and the problems such as small jetting pressure which is difficult to achieve the design wall thickness requirement, and large jetting pressure which is easy to extrude the foundation soil.

[0007] c) Cement mixing cutoff wall: is to insert a "T" type mixing machine drill rod into the soil layer for deep mixing, and at the same time, cement slurry or dry cement powder is injected into the mixed soil layer, the soil is cut and mixed with cement slurry by the horizontal spiral lifting and rotating cutting of the drill bit, and the cement and the reinforced soil layer are mixed and chemically reacted to form a dense cement-soil body, the single cement mixing pile has a diameter of 60cm~120cm, and multiple mixing piles are interlocked by 10~20cm overlap to form a whole cutoff wall. The cement mixing cutoff wall has the following disadvantages: the deep vertical interlocking precision is difficult to control, the deep cutoff wall often leaks due to vertical deviation, the cement-soil durability is low, the single-row cutoff wall cannot guarantee the impermeability, the multi-row cutoff wall has high cost, the three-axis construction load has a large impact on the overall stability of the embankment or dam, and the cement mixing cutoff wall is currently used in low-strength foundation soil such as silt soil, which is not suitable for sand and gravel layers and soil layers containing large-diameter stones.

[0008] d) Plastic steel sheet pile cutoff wall: is to use hammering or hydraulic equipment to press plastic steel sheet piles directly into the soil and interlock them to form a cutoff wall, which is often used for vertical impermeable reinforcement of soft foundation sluices and other buildings under the constraint of bored cast-in-place rigidity and settlement separation from the foundation soil. However, it is completely impossible to press into hard soil layers such as sand and gravel layers and soil layers containing large-diameter stones. The plastic steel sheet pile cutoff wall has the following disadvantages: small stratum application range, only suitable for low-strength foundation impermeable reinforcement such as silt soil and silt clay, not suitable for hard soil layers such as sand and gravel layers and soil layers containing large-diameter stones, difficult to insert and construct, and large construction equipment disturbance.

[0009] e) Clay-sheathed well impervious wall: It is an impervious technology that forms a continuous underground impervious barrier by drilling wells, backfilling low-permeability clay, and tamping. That is, using a grab-type well-drilling machine to vertically create wells within the seepage range of the levee or earth-rock dam, and then backfilling and tamping with clay layer by layer. A certain range is overlapped between each well, and they overlap with each other by about 20 cm to form a continuous clay impervious wall. The clay-sheathed well impervious wall has the following deficiencies: The applicable range of the formation is small, it is not suitable for anti-seepage reinforcement of pervious gravel layers, it must be constructed at a depth above the groundwater level, the construction depth is limited, and at the same time, affected by the preciousness of current agricultural land resources and the serious shortage of clay resources, the clay-sheathed well impervious wall is generally rarely used at present.

[0010] f) Gravel foundation curtain grouting impervious wall: The principle of the gravel foundation curtain grouting impervious wall is similar to that of the high-pressure jet grouting impervious wall. It has poor formation adaptability, and also has disadvantages such as difficult construction quality control, large disturbance, low durability of cement soil, difficult to guarantee the anti-seepage quality of a single-row impervious wall, and high cost of multi-row impervious walls.

[0011] The Chinese invention patent "A Construction Device and Construction Method of an In-situ Formable Water Cut-off Curtain in Strata" (CN115059106 A) proposes a similar construction device. However, the wall thickness of this device is very large, more than 80 cm, with huge investment. And the main function of the vertical reinforcing bars in the in-situ formable water cut-off curtain described in this invention is to increase the stiffness of the formable water cut-off curtain to ensure that the water cut-off curtain will not break due to the deformation of the free face in the mining area. Its reinforcing bars are "king"-shaped reinforcing bars, and their function is similar to the tensile bearing and bending resistance of steel bars in ordinary concrete. Its reinforcing bars do not overlap with each other, and the reinforcing bars do not have the anti-seepage function. This invention patent (CN115059106 A) has the fatal defect problem of seepage in the cement soil wall due to the cracking, bending deformation cracks of the cement soil wall and local construction unevenness, and it is difficult to be widely applied in large-scale long-distance linear levee anti-seepage reinforcement projects.

[0012] Therefore, to meet the requirements of popularization and application in most levee projects, it is very necessary to develop a new impervious wall system and its construction method with low investment, good anti-seepage effect, and fast and efficient construction. Summary of the Invention

[0013] To solve the problems existing in the prior art, the present invention provides a flexible composite impervious thin wall system and its construction method, that is, at the middle position of the levee body, a thin wall is formed by combining up-and-down cutting and spraying a curing agent slurry for stirring, and then vertically splicable impervious core materials are implanted at the middle position inside the thin wall. After the thin wall is cured, it is bonded with the impervious core materials to form an integral body, so as to form a flexible composite impervious thin wall structure at the middle position of the levee. It has the advantages of good flexibility, strong structural toughness, strong deformation adaptability, reliable anti-seepage, low investment, and convenient construction.

[0014] To achieve the above object, the present application adopts the following technical solutions:

[0015] A flexible composite anti-seepage thin wall system comprises a flexible composite anti-seepage thin wall, construction equipment and a dike, the flexible composite anti-seepage thin wall is arranged in the dike, and the construction equipment is arranged on the top surface of the dike top and the top surface of the flexible composite anti-seepage thin wall during construction; the flexible composite anti-seepage thin wall comprises a solidified soil anti-seepage thin wall, an assemblable Ω-shaped core material and a nose-shaped positioning card, the solidified soil anti-seepage thin wall is arranged in the middle dike body of the dike, the assemblable Ω-shaped core material is arranged centrally in the solidified soil anti-seepage thin wall, and the nose-shaped positioning card is arranged at the middle position of the bottom of the assemblable Ω-shaped core material to play a role of centrally controlling the assemblable Ω-shaped core material.

[0016] The assemblable Ω-shaped core material is composed of a core material web, core material adhesion-increasing convex bodies, core material flanges, core material female joints and core material male joints; the core material adhesion-increasing convex bodies are arranged at intervals on the inner and outer sides of the core material web to increase the adhesion between the assemblable Ω-shaped core material and the solidified soil anti-seepage thin wall, the left and right ends of the core material web are each provided with a core material flange that can adapt to deformation, the distal ends of the core material flanges are each provided with a core material female joint and a core material male joint, and an integrated structure similar to the Greek letter Ω shape is formed; the assemblable Ω-shaped core material is spliced by being engaged with each other through adjacent core material female joints and core material male joints in the horizontal direction along the top of the dike to form an anti-seepage structure that continuously extends in the horizontal direction along the top of the dike.

[0017] Further, the assemblable Ω-shaped core material is made of polyvinyl chloride (PVC) resin and reinforcing material and is manufactured by mixed extrusion; the Ω-shaped core material vertical fusion splicing sleeve, the nose-shaped positioning card and the Ω-shaped core material concave interface bottom protective sleeve are also made of polyvinyl chloride (PVC) resin and reinforcing material and are manufactured by mixed extrusion; the assemblable Ω-shaped core material is spliced by being hot-melted up and down through the Ω-shaped core material vertical fusion splicing sleeve, external heat sources such as ultrasonic vibration are used to heat the two assemblable Ω-shaped core materials to be spliced and the Ω-shaped core material vertical fusion splicing sleeve so that they reach a molten state, and a uniform and reliable hot-melt joint is formed under the action of external pressure and cooling.

[0018] Further, the Ω-shaped core material concave interface bottom protective sleeve is sleeved on one side of the bottom of the core material female joint to prevent coarse particles from being embedded and blocked.

[0019] Further, the nose-shaped positioning card is composed of a socketed nose-shaped card slot, a card positioning wing and an arc-shaped positioning sliding end; the two sides of the socketed nose-shaped card slot are respectively provided with the card positioning wing, the tail end of the card positioning wing is provided with the arc-shaped positioning sliding end, the socketed nose-shaped card slot is connected with the middle position of the bottom of the core web in a socketed manner, the assemblable omega-shaped core material is arranged in the solidified soil anti-seepage thin wall through the nose-shaped positioning card, the assemblable omega-shaped core material is arranged in the solidified soil anti-seepage thin wall in a central arrangement mode, the bottom of the assemblable omega-shaped core material is smoothly rubbed with the side wall of the solidified soil anti-seepage thin wall through the arc-shaped positioning sliding end, and the assemblable omega-shaped core material is smoothly sunk.

[0020] Further, the construction equipment is assembled by a cutting and spraying and stirring device, a core planting device, a control device, a power device and a walking device; the cutting and spraying and stirring device is arranged at the middle position of the walking device, the control device is arranged on the top surface of the walking device, the core planting device is arranged at the tail position of the walking device, and the power device is arranged on the embankment inner side embankment rear road, so as to achieve the effect of embankment load reduction of the construction equipment and the underlying soft foundation; the power device is connected with the control device through a cable, the control device is connected with the cutting and spraying and stirring device, the walking device and the core planting device through a data line and controls orderly operation of the cutting and spraying and stirring device, the walking device and the core planting device; the cutting and spraying and stirring device and the core planting device all have front and back, up and down and rotation intelligent leveling functions, so as to ensure that the working surface of the construction equipment, that is, the top surface of the embankment structure, is uneven, and automatic verticality control requirements of the cutting and spraying and stirring device on the solidified soil anti-seepage thin wall and the core planting device on the assemblable omega-shaped core material construction are realized; the embankment comprises an embankment structure, a permeable soft foundation, a relatively impermeable foundation, an embankment top protection structure and an embankment end connection structure; the relatively impermeable foundation, the permeable soft foundation and the embankment structure are arranged from bottom to top in sequence, the embankment top protection structure is arranged on the top surface of the embankment structure, and the embankment end connection structure is connected with the side surface of one end of the embankment structure; in the construction process, the cutting and spraying and stirring device penetrates through and is arranged in the embankment structure, the permeable soft foundation and the relatively impermeable foundation respectively, and in the construction process, the cutting and spraying and stirring device cuts the embankment structure, the permeable soft foundation and the relatively impermeable foundation respectively, simultaneously sprays and stirs, and thus forms the solidified soil anti-seepage thin wall.

[0021] The construction method of the flexible composite anti-seepage thin wall system comprises the following steps:

[0022] S1, construction preparation, assembling the construction equipment, preparing the solidified agent slurry, producing the assemblable omega-shaped core material and accessories;

[0023] S2, leveling the cutting and spraying and stirring device, and sinking into the embankment;

[0024] S3, slowly advancing the construction equipment, real-time leveling and correcting the cutting and spraying and stirring device, and cutting into a wall, spraying and stirring;

[0025] S4, the construction equipment is stationary, the core device is leveled, and the Omega-shaped core material is implanted, and the cutting and spraying mixing device is mixed;

[0026] S5, repeat steps S3 and S4, and enter the next construction cycle until the entire flexible composite impervious thin wall construction is completed.

[0027] S6, construction of embankment top protection structure and embankment end connection structure.

[0028] Further, in step S1, the curing agent slurry is prepared by mixing cement, ground mineral powder, water reducing agent and retarder in a certain ratio, and the water-binder ratio of the curing agent slurry is 0.4:1~0.5:1; the Omega-shaped core material has an appearance structure similar to the Greek letter Omega, and is made of polyvinyl chloride (PVC) resin and reinforcing materials by mixed extrusion; the vertical fusion assembly sleeve, the nose-shaped positioning card and the Omega-shaped core material concave interface bottom protection sleeve are also made of polyvinyl chloride (PVC) resin and reinforcing materials by mixed extrusion.

[0029] Further, in step S2, in the case of unevenness of the construction operation platform on the top surface of the embankment structure, the cutting and spraying mixing device is intelligently leveled by front and back, up and down and rotation, and is sunk to the top of the relatively impermeable foundation, and the cutting and spraying mixing device penetrates the embankment structure, the permeable soft foundation and the relatively impermeable foundation during the sinking process, the cutting and spraying mixing device can be set to more than two and connected by anchor bolts, and the sinking depth is controlled by effectively cutting off the embankment body and embankment foundation seepage channel to ensure the safety requirements of embankment seepage prevention.

[0030] Further, in step S3, the construction equipment slowly advances, and the cutting and spraying mixing device is real-time leveled and corrected to avoid tilting under external interference, and the cutting and spraying mixing device operates up and down to cut the embankment structure and the permeable soft foundation, and uses the soil itself to form in-situ wall protection, the cutting and spraying mixing device injects the prepared curing agent slurry into the cut soil at high pressure, the curing agent generally has a low mixing amount, which is controlled within 5%~15% by mass ratio, and the 28-day unconfined compressive strength of the cured soil impervious thin wall is appropriately and rapidly increased to 0.1~0.5Mpa, the high-pressure grouting pressure of the curing agent slurry is 0.2~0.8Mpa, the cutting and spraying mixing device is up and down mixed to form the flow plastic state cured soil impervious thin wall in the initial stage of construction, and the up and down operating speed of the cutting and spraying mixing device needs to be reasonably controlled, which needs to meet the uniformity of up and down operation and mixing, and also needs to ensure the overall construction efficiency; at the same time, the construction equipment slowly advances along the embankment top axis direction, and the advancing speed is 5~20m / hr.

[0031] Further, in step S4, the construction equipment is stationary, and the core planting device is intelligently leveled by forward and backward, up and down, and rotation, and can be assembled into the Ω-shaped core material bottom middle position, and the Ω-shaped core material concave interface bottom protection sleeve is sleeved into the core material female joint bottom to avoid the cavity being blocked by coarse particles in the foundation soil; the core planting device at the tail of the construction equipment is used to vertically press the Ω-shaped core material into the middle position of the flowable state solidified soil anti-seepage thin wall in the initial stage of construction, the core material male joint of the Ω-shaped core material is clamped into the core material female joint, and the two ends of the Ω-shaped core material are mutually engaged and spliced; when the depth of the embankment in the permeable soft foundation bottom surface exceeds 15-20 m, the length of the Ω-shaped core material is limited by the transportation requirements, and the Ω-shaped core material vertical fusion assembly sleeve is used for up and down fusion splicing of the Ω-shaped core material, the fusion splicing width is not less than 50 cm, the hot fusion welding seam formed by the Ω-shaped core material and the Ω-shaped core material vertical fusion assembly sleeve needs to be arranged in a staggered manner, that is, the hot fusion welding seams formed by adjacent Ω-shaped core materials and Ω-shaped core material vertical fusion assembly sleeves need to be arranged at different depths, the depth difference range needs to meet 1 m-5 m, and the hot fusion welding seams formed by the Ω-shaped core material and the Ω-shaped core material vertical fusion assembly sleeve are arranged in the soil layer with relatively weak permeability as much as possible; the Ω-shaped core material is smoothly and vertically sunk to the design depth along the two side walls of the solidified soil anti-seepage thin wall, and forms a flexible composite anti-seepage thin wall in cooperation with the solidified soil anti-seepage thin wall; in step S4, the cutting, spraying and stirring device at the front end of the construction equipment is continuously operated to stir up and down to ensure the uniformity of the solidified soil anti-seepage thin wall.

[0032] Further, in step S6, after the flexible composite anti-seepage thin wall is constructed, the anchor bolt connected up and down of the cutting, spraying and stirring device is disassembled, the cutting, spraying and stirring device is pulled out from the embankment in sections, and the assembled parts of the construction equipment are disassembled and removed; at the same time, after the solidified soil anti-seepage thin wall in the flexible composite anti-seepage thin wall reaches the design strength of 28 days, the design unconfined compressive strength range is 0.1-0.5 Mpa, the flexible composite anti-seepage thin wall end boundary and the adjacent building anti-seepage wall are protected by using clay anti-seepage material outer wrapping type anti-seepage connection protection outside the embankment end connection structure, the outer wrapping thickness is not less than 1.0 m, and the permeability coefficient of the clay anti-seepage material is not greater than 1×10 -5 cm / s, to avoid lateral seepage; the top of the flexible composite anti-seepage thin wall is protected by the embankment top protection structure, the embankment top protection structure uses 30 cm-50 cm thick clay backfill, and the embankment top protection structure is paved with asphalt pavement structure on the clay backfill to avoid the embankment top load causing pressure cracking damage to the flexible composite anti-seepage thin wall.

[0033] Further, in order to ensure that the flexible composite anti-seepage thin wall and the splicable omega-shaped core material are perfectly bonded with each other, it is suggested that the single-arch height of the splicable omega-shaped core material is controlled according to 25% to 40% of the thickness of the flexible composite anti-seepage thin wall 1, which can ensure that the splicable omega-shaped core material is wrapped by the flexible composite anti-seepage thin wall with sufficient thickness, improve the durability such as anti-aging of the splicable omega-shaped core material, ensure that the splicable omega-shaped core material has certain bending stiffness and is beneficial to the stability during construction, ensure safety and save materials to optimize engineering investment.

[0034] Further, the thickness of the flexible composite anti-seepage thin wall ranges from 35 cm to 50 cm, the single-arch width of the splicable omega-shaped core material ranges from 60 cm to 80 cm, the single-arch height of the splicable omega-shaped core material ranges from 10 cm to 20 cm, and the single-arch length of the splicable omega-shaped core material ranges from 5 m to 17 m.

[0035] Further, the present application is obtained through a large number of experimental research and calculation, and the empirical formula of the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall is:

[0036] (1)

[0037] Among them:

[0038] K is the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall, and the unit is cm / s;

[0039] K is the total correction coefficient considering the influence of the complex factors such as the mixing amount of the solidifying agent such as cement and the complexity of the actual soil layer in the flexible composite anti-seepage thin wall;

[0040] K is the thickness of the web of the splicable omega-shaped core material, and the unit is cm;

[0041] K is the thickness of the flexible composite anti-seepage thin wall, and the unit is cm, and the thickness range in the present application is 35 cm to 50 cm;

[0042] K is the average horizontal permeability coefficient of the solidified soil anti-seepage thin wall of the flexible composite anti-seepage thin wall, and the unit is cm / s;

[0043] K is the horizontal permeability coefficient of the splicable omega-shaped core material itself, and the unit is cm / s;

[0044] K is the influence coefficient of the splicable omega-shaped core material on the reduction of the horizontal permeability coefficient of the splicable omega-shaped core material under the influence of the splicable omega-shaped core material in the horizontal direction, the joint of the core material and the joint of the core material;

[0045] Kf = Kf1 + Kf2 + Kf3 k 固化土 Not only related to the distribution of foundation soil, but also related to the dosage of curing agent during cutting and mixing wall forming process, through many large-scale experimental research and calculation, the empirical formula can be used:

[0046] (2)

[0047] Wherein:

[0048] Kf1, Kf2 and Kf3 are the horizontal permeability coefficients of the first layer of embankment structure, the second layer of soil of permeable soft foundation and the third layer of soil of relatively impermeable foundation after cutting and mixing solidification, respectively, in cm / s.

[0049] Kf1, Kf2 and Kf3 are the horizontal permeability coefficients of the first layer of embankment structure, the second layer of soil of permeable soft foundation and the third layer of soil of relatively impermeable foundation after cutting and mixing solidification, respectively, in cm / s.

[0050] Kf is the total thickness of the flexible composite anti-seepage thin wall, in m.

[0051] Through comparative analysis, the in-situ stratum deformable water-cutting curtain construction device in Chinese invention patent (CN115059106 A) has the following shortcomings:

[0052] a) The vertical moving mechanism and the cutting mechanism in the invention patent (CN115059106 A) are located on one side of the entire device, which has a large eccentricity. The counterweight of the power mechanism and the grouting mechanism on the other side is needed for counterbalance, otherwise the entire device will be in danger of tilting due to eccentricity. Therefore, according to the actual engineering experience in the domestic and foreign civil engineering field, the overall weight of the device in the invention patent (CN115059106 A) is generally very heavy. For example, the CMD950 caterpillar type TRD trenching machine of the Fuxi Heavy Industry commonly seen in the market has a wall thickness of more than 70 cm, and the overall weight of the device reaches 2300 kN. When the trenching depth is greater, the overall weight of the device will be greater due to the factors of greater resistance of deep soil self-weight, longer cutting tool, greater counter-pressure configuration load and greater power requirement.

[0053] b) When the construction site is uneven, the invention patent (CN115059106 A) lacks the function of automatic leveling of the overall equipment, and manual terrain leveling is required before each fixed-point construction, which can ensure that the cutting mechanism remains vertically perpendicular to the cutting. However, manual leveling has certain errors, such as an error of about 1%~5% in manual leveling. When the cutting depth is 20m, the displacement error of the deepest part of the trench will be 20m x 2% = 0.4m, which is relatively large. This is the reason why the wall thickness in the invention patent (CN115059106 A) is generally greater than 80cm, making it difficult to achieve a thin wall of 35cm~50cm. If the equipment leveling is not in place, it will seriously affect the deep water interception effect of the water interception curtain in the invention patent (CN115059106 A).

[0054] c) The insertion mechanism in the invention patent (CN115059106 A) also lacks the function of precise control of verticality. When the cutting wall depth is deeper, the inserted reinforcement may be inclined, causing the bottom of the inserted reinforcement to deviate or even protrude beyond the range of the water interception curtain, thereby damaging the overall impermeability of the water interception curtain.

[0055] d) The core impermeability of the water interception curtain in the invention patent (CN115059106 A) is the cement-soil itself. However, in engineering practice, the cement-soil wall is prone to cracking, bending deformation cracks, and local construction unevenness, which can cause the cement-soil wall to lose its impermeability.

[0056] To address the above shortcomings of the invention patent (CN115059106 A), the innovations of the present invention compared to the invention patent are as follows:

[0057] a) In the present invention, the cutting and spraying mixing device and the core planting device are arranged symmetrically, avoiding the problem of needing counterweights to maintain balance due to large eccentricity, and greatly optimizing the total weight of the equipment, greatly saving equipment costs. The total weight of the construction equipment in the present invention is only about 500KN, which is 78.3% lighter than the similar equipment in the invention patent (CN115059106 A) with a weight of 2300kN.

[0058] b) In the present invention, the control device has multi-dimensional intelligent leveling functions such as front and back, up and down, and rotation, which can avoid the large error problem of the water interception curtain in the invention patent (CN115059106 A) at the deep level.

[0059] c) In the present invention, the core planting device also has multi-dimensional intelligent leveling functions such as front and back, up and down, and rotation, which can avoid the phenomenon of the bottom of the inserted reinforcement deviating or even protruding beyond the range of the water interception curtain in the invention patent (CN115059106 A). At the same time, the present invention innovatively uses a nose-shaped positioning card inserted at the bottom of the splicable Omega-shaped core material to easily achieve the central arrangement of the splicable Omega-shaped core material.

[0060] d) The core of the anti-seepage structure of the present application is a splicable Omega-shaped core material, and the main function of the solidified soil anti-seepage thin wall is to crush the original soil layer into a flowable state so as to facilitate the insertion of the splicable Omega-shaped core material, and the anti-seepage function of the solidified soil anti-seepage thin wall itself is very small or even can be ignored.

[0061] The beneficial effects of the present application are:

[0062] 1. Good flexibility and strong structural toughness, strong deformation adaptability. The anti-seepage core material of the flexible composite anti-seepage thin wall of the present application can be made by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials, or other engineering materials with high strength and strong deformation adaptability. The anti-seepage core material has both flexibility and good water-blocking effect. The solidified soil is low-dosage solidified soil, and the mass ratio of the solidifying agent such as cement is 5% to 15%, which is half or even less than the general cement mixing pile. The elastic modulus of the solidified soil anti-seepage thin wall is generally 10 to 30 MPa, which is much smaller than the elastic modulus of low-elasticity concrete, which is 2000 to 2500 MPa. The flexible composite anti-seepage thin wall of the present application has good flexibility and strong deformation adaptability. At the same time, the wall of the flexible composite anti-seepage thin wall is formed by in-situ crushing and up-down mixing to form composite solidified soil, and its structural toughness is better than that of single soil layer solidified soil. Therefore, the flexible composite anti-seepage thin wall of the present application has good flexibility and strong structural toughness, and strong deformation adaptability, which are the significant features compared with the existing anti-seepage wall.

[0063] 2、The anti-seepage core material cooperates with the solidified soil, and the anti-seepage effect is good, the reliability is high, and the durability is good. The flexible composite anti-seepage thin wall of the present application is cut up and down, broken and stirred in situ to form a wall, which can cut and break large particle bodies such as sand and gravel layers which cannot be adapted by high-pressure jet grouting anti-seepage wall and plastic steel sheet pile anti-seepage wall in situ, and uses the soil body itself to protect the wall in situ; at the same time, it uses the up-down pull saw type layered thin layer in-situ cutting and breaking and in-situ stirring technology, which can overcome the problems such as the limitation of the existing cement stirring anti-seepage wall due to the excessive stirring resistance of deep hard soil body; the present application can continuously and uninterruptedly work, avoiding the problem that ordinary concrete anti-seepage wall must be divided into construction joints, and can perfectly integrate with the original soil of the embankment, and at the initial stage of the construction of the flexible composite anti-seepage thin wall, it is in a flowable state, which is not only beneficial to the vertical implantation of the anti-seepage core material, but also beneficial to the mutual engagement and continuous and complete splicing of the anti-seepage core material, and the flowable state of the solidified soil fine particles can fill and compact the small gaps of the anti-seepage core material lap joint interface, and after the anti-seepage wall is solidified, a complete flexible composite anti-seepage thin wall can be formed, the core material thickening convex body on the web of the anti-seepage core material can be perfectly bonded with the high-strength solidified soil, ensuring that the anti-seepage core material and the solidified soil form a whole and perfectly cooperate, and the solidified soil wrapped outside greatly improves the corrosion resistance and aging resistance of the anti-seepage core material; the flexible composite anti-seepage thin wall can continuously and uninterruptedly work, solving the problems such as the deep anti-seepage not being closed due to the vertical deviation of the existing embankment anti-seepage wall such as high-pressure jet grouting pile and the construction joint of the concrete anti-seepage wall. The present application overcomes the fatal defect problem of the cement soil wall of the invention patent (CN115059106 A) that the cement soil wall seeps due to cracking, bending deformation cracks and local uneven construction, and has better anti-seepage effect than the present application. Therefore, the flexible composite anti-seepage thin wall of the present application has the advantages of better anti-seepage effect, higher reliability and better durability than the general anti-seepage wall.

[0064] 3、The wall is thin, the investment is saved, and the construction is convenient. The thickness of the flexible composite anti-seepage thin wall of the present application can be controlled within 35cm~50cm, which is thinner than the existing embankment anti-seepage wall such as high-pressure jet grouting pile with a single row of 80cm and a double row of 140cm, and the thickness of the flexible composite anti-seepage thin wall of the present application is reduced by 56.3%~37.5% compared with 80cm in the invention patent (CN115059106 A), which greatly saves the engineering investment and has a significant advantage in long-distance embankment linear engineering; at the same time, the flexible composite anti-seepage thin wall of the present application uses up-down cutting and breaking, in-situ stirring and solidification to form a wall, and its construction method is convenient and fast, efficient and reliable.

[0065] 4、Cement content, less waste mud, high environmental protection. The cement content of the solidified soil anti-seepage thin wall in the application is generally low, that is, the mass ratio of cement and other solidifying agent is 5% to 15%, which is half of the general cement mixing pile anti-seepage wall or even less. It is also less than the solidifying agent content of 20% to 40% in the water interception curtain grouting in the invention patent (CN115059106 A), which saves more than 50% of the cement and other solidifying agent content. Its main role is to cut and crush the hard soil layer in situ, so that the assembled Ω-shaped core material can be quickly inserted into the anti-seepage soil body. The main purpose of the low-dose cement and other solidifying agent is to quickly restore the strength of the flow-plastic state anti-seepage thin wall before the original soil body during the initial construction. At the same time, the low-dose cement and other solidifying agent will greatly reduce the mud overflow problem, and the waste mud will be reduced by more than 70% compared with the bored pile anti-seepage wall and the cement mixing pile anti-seepage wall, which is better for environmental protection. BRIEF DESCRIPTION OF DRAWINGS

[0066] Figure 1 is a flow chart of the construction method of the application;

[0067] Figure 2 is a plan layout of the system of the application;

[0068] Figure 3 is Figure 2 A-A sectional view during construction;

[0069] Figure 4 is Figure 2 B-B sectional view during construction;

[0070] Figure 5 is Figure 2 A-A sectional view during operation;

[0071] Figure 6 is Figure 5 C-C sectional view of

[0072] Figure 7 is Figure 6 perspective detail view of the assembled Ω-shaped core material in

[0073] Figure 8 is Figure 7 perspective detail view of the Ω-shaped core material bottom positioning card in

[0074] Figure 9 is Figure 7 perspective detail view of the Ω-shaped core material concave interface bottom protection sleeve in

[0075] In the diagram: 1-Flexible composite seepage-proof thin wall; 2-Construction equipment; 3-Dike; 11-Solidified soil seepage-proof thin wall; 12-Assembleable Ω-shaped core material; 13-Ω-shaped core material vertical fusion assembly sleeve; 14-Nose-shaped positioning card; 15-Ω-shaped core material concave interface bottom protective sleeve; 121-Core material web; 122-Core material adhesion-enhancing protrusion; 123-Core material flange; 124-Core material female connector; 125-Core material male connector; 141-Socket-type nose-shaped slot; 142-Card positioning wing; 143-Arc-shaped positioning sliding end; 21-Cutting spraying and mixing device; 22-Core planting device; 23-Control device; 24-Power device; 25-Traveling device; 31-Dike body structure; 32-Permeable soft foundation; 33-Relatively impermeable foundation; 34-Dike top protection structure; 35-Dike end connection structure. Detailed Implementation

[0076] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are merely some embodiments of the present invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0077] This invention provides a flexible composite seepage-proof thin wall system and its construction method. The method of this invention is applicable to the design and construction of seepage-proof reinforcement in the field of underground seepage-proof wall engineering technology such as dikes and earth-rock dams.

[0078] like Figures 2-5 As shown, the present invention discloses a flexible composite seepage-proof thin wall system, comprising a flexible composite seepage-proof thin wall 1, construction equipment 2, and a dike. The flexible composite seepage-proof thin wall 1 is arranged inside the dike. During construction, the construction equipment 2 is arranged on the top surface of the dike top and the top surface of the flexible composite seepage-proof thin wall 1. The flexible composite seepage-proof thin wall 1 includes a solidified soil seepage-proof thin wall, an assembleable Ω-shaped core material, and a nose-shaped positioning card. The solidified soil seepage-proof thin wall is arranged inside the middle of the dike body. The assembleable Ω-shaped core material is arranged centrally inside the solidified soil seepage-proof thin wall. A nose-shaped positioning card is arranged at the bottom center of the assembleable Ω-shaped core material to control the centering of the assembleable Ω-shaped core material.

[0079] like Figures 6-9As shown, the splicable Ω-shaped core material is composed of a core material web, a core material adhesion-increasing convex body, a core material flange, a core material female joint and a core material male joint. The core material adhesion-increasing convex body is arranged on the inner and outer sides of the core material web to increase the adhesion between the splicable Ω-shaped core material and the solidified soil impervious thin wall. The left and right ends of the core material web are provided with the core material flanges which can adapt to deformation. The ends of the core material flanges are provided with the core material female joint and the core material male joint, respectively, to form an integrated structure similar to the Greek letter Ω shape. The splicable Ω-shaped core material is spliced by engaging the adjacent core material female joint and the core material male joint in the horizontal direction along the embankment top, thereby forming an impervious structure continuously extending in the horizontal direction along the embankment top.

[0080] Further, the splicable Ω-shaped core material is made of polyvinyl chloride (PVC) resin and reinforcing material mixed and extruded. The reinforcing material is made of glass fiber. The Ω-shaped core material vertical fusion splicing sleeve, the nose-shaped positioning card and the Ω-shaped core material concave interface bottom protective sleeve are also made of polyvinyl chloride (PVC) resin and reinforcing material mixed and extruded. The reinforcing material is also made of glass fiber. The splicable Ω-shaped core material is spliced by the Ω-shaped core material vertical fusion splicing sleeve. The upper and lower two splicable Ω-shaped core materials and the Ω-shaped core material vertical fusion splicing sleeve are heated by an external heat source such as ultrasonic vibration to reach a molten state. Under the action of external pressure and cooling, a uniform and reliable hot fusion welding seam is formed.

[0081] Further, the bottom of one side of the core material female joint is sleeved with the Ω-shaped core material concave interface bottom protective sleeve to prevent coarse particles from embedding and blocking.

[0082] Further, the nose-shaped positioning card is composed of a socket-type nose-shaped card slot, a card positioning wing and an arc-shaped positioning sliding end. The two sides of the socket-type nose-shaped card slot are respectively provided with the card positioning wing. The end of the card positioning wing is provided with the arc-shaped positioning sliding end. The socket-type nose-shaped card slot is connected with the middle position of the bottom of the core material web. The splicable Ω-shaped core material is arranged in the solidified soil impervious thin wall by the nose-shaped positioning card. The bottom of the splicable Ω-shaped core material is smoothly rubbed with the side wall of the solidified soil impervious thin wall by the arc-shaped positioning sliding end to achieve smooth sinking.

[0083] As shown in Figure 2 , Figure 3 and Figure 4As shown, the construction equipment 2 is assembled by the cutting and spraying mixing device 21, the core planting device 22, the control device 23, the power device 24 and the walking device 25. The cutting and spraying mixing device 21 is arranged at the middle position of the walking device 25. The control device 23 is arranged on the top surface of the walking device 25. The core planting device 22 is arranged at the tail position of the walking device 25. The power device 24 is arranged on the embankment 3 inside the embankment road to achieve the effect of reducing the load of the construction equipment 2 and the underlying soft foundation of the embankment 3. The power device 24 is connected with the control device 23 through a cable. The control device 23 is connected with the cutting and spraying mixing device 21, the walking device 25 and the core planting device 22 through a data line and controls the orderly operation of them. The cutting and spraying mixing device 21 and the core planting device 22 have intelligent leveling functions in front and back, up and down and rotation to ensure that the construction equipment 2 can realize the automatic control requirements of the verticality of the construction of the cutting and spraying mixing device 21 to the solidified soil impervious thin wall 11 and the core planting device 22 to the splicable Ω-shaped core material 12 even if the top surface of the embankment structure 31 exists unevenness. The embankment 3 includes the embankment structure 31, the permeable soft foundation 32, the relatively impermeable foundation 33, the embankment top protection structure 34 and the embankment end connection structure 35. The relatively impermeable foundation 33, the permeable soft foundation 32 and the embankment structure 31 are arranged from bottom to top in sequence. The embankment top protection structure 34 is arranged on the top surface of the embankment structure 31. The embankment end connection structure 35 is connected with the side surface of one end of the embankment structure 31. The cutting and spraying mixing device 21 penetrates the embankment structure 31, the permeable soft foundation 32 and the relatively impermeable foundation 33 and is arranged inside them during the construction process. The cutting and spraying mixing device 21 cuts and crushes the embankment structure 31, the permeable soft foundation 32 and the relatively impermeable foundation 33 and sprays and mixes them to form the solidified soil impervious thin wall 11 during the construction process. The solidified soil impervious thin wall 11 is a 35cm-50cm thick thin wall. The solidified soil impervious thin wall 11 is in a flowable state at the initial stage of construction to facilitate the splicable Ω-shaped core material 12 to be easily inserted into the solidified soil impervious thin wall 11 and sunk to the bottom of it.

[0084] The cutting and spraying mixing device 21 is internally provided with a high-precision electronic level. The high-precision electronic level displays the vertical deviation of the cutting and spraying mixing device 21 in the vertical direction in real time. The control device 23 controls the cutting and spraying mixing device 21 in real time and realizes real-time control and adjustment in front and back, up and down and rotation. The core planting device 22 is internally provided with a high-precision electronic level. The high-precision electronic level displays the vertical deviation of the core planting device 22 in the vertical direction in real time. The control device 23 controls the core planting device 22 in real time and realizes real-time control and adjustment in front and back, up and down and rotation.

[0085] The solidified soil impervious thin wall 11, the splicable Ω-shaped core material 12, the Ω-shaped core material vertical fusion assembly sleeve 13, the nose-shaped positioning card 14 and the Ω-shaped core material concave interface bottom protection sleeve 15 are provided with two or more.

[0086] As Figure 1 shown, the construction method of the flexible composite anti-seepage thin wall system of the application comprises the following steps:

[0087] S1, construction preparation, assembling construction equipment, preparing curing agent slurry, producing splicable omega-shaped core material and accessories;

[0088] S2, cutting, spraying and stirring device leveling, and sinking into the embankment body;

[0089] S3, slow movement of the construction equipment, real-time leveling and correction of the cutting, spraying and stirring device, and cutting into a wall, spraying and stirring;

[0090] S4, construction equipment is stationary, core planting device is leveled and splicable omega-shaped core material is implanted, and the cutting, spraying and stirring device is stirred;

[0091] S5, repeat steps S3 and S4, enter the next construction cycle operation until the construction of the entire flexible composite anti-seepage thin wall is completed;

[0092] S6, construction of embankment top protection structure and embankment end connection structure.

[0093] In step S1, the curing agent in the curing agent slurry is mixed by cement, ground mineral powder, water reducing agent and retarder in a certain proportion, wherein the mass ratio of cement, ground mineral powder, water reducing agent and retarder is 60%-90%, 34%-8%, 3%-1% and 3%-1%, and the water-binder ratio of the curing agent slurry is 0.4:1-0.5:1; The splicable omega-shaped core material 12 has an appearance structure similar to the Greek letter omega shape, and the splicable omega-shaped core material 22 is made by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials; The accessories omega-shaped core material vertical fusion splicing sleeve 13, the nose-shaped positioning card 14 and the omega-shaped core material concave interface bottom protection sleeve 15 are also made by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials.

[0094] In step S2, in the case of unevenness of the construction work platform on the top surface of the embankment structure 31, a high-precision electronic level is arranged inside the cutting and spraying and mixing device 21, the vertical deviation of the cutting and spraying and mixing device 21 is displayed in real time by the high-precision electronic level, and the cutting and spraying and mixing device 21 is controlled in real time by the control device 23 to realize real-time front and back, up and down, and rotation control adjustment; the cutting and spraying and mixing device 21 is cut and sunk from the top of the embankment to the top of the relatively impervious foundation 33, and the cutting and spraying and mixing device 21 penetrates the embankment structure 31, the permeable soft foundation 32, and the relatively impervious foundation 33 during sinking, the cutting and spraying and mixing device 21 can be composed of two or more modules and connected by anchor bolts, the sinking depth is controlled by the effective interception of the embankment and foundation seepage channels to ensure the safety requirements of the embankment.

[0095] In step S3, the construction equipment slowly advances, and the cutting and spraying and mixing device 21 is leveled and corrected in real time to avoid tilting of the cutting and spraying and mixing device 21 under external interference, and the cutting and spraying and mixing device 21 cuts the embankment structure 31 and the permeable soft foundation 32 upward and downward, and uses the soil itself to form an in-situ retaining wall, the cutting and spraying and mixing device 21 injects the prepared solidifying agent slurry into the cut soil at high pressure, the mixing amount of the solidifying agent is generally low, and the mass ratio is controlled within 5%~15%, and the 28-day unconfined compressive strength of the solidified soil impervious thin wall 11 is appropriately and quickly increased to 0.1~0.5Mpa, the high-pressure grouting pressure of the solidifying agent slurry is 0.2~0.8Mpa, the cutting and spraying and mixing device 21 upward and downward stirring forms the flow-plastic state solidified soil impervious thin wall 11 in the initial stage of construction, and the upward and downward running rate of the cutting and spraying and mixing device 21 needs to be reasonably controlled, which needs to meet the uniformity of upward and downward stirring and ensure the overall construction efficiency; at the same time, the construction equipment 2 slowly advances along the axis direction of the embankment 3, and the advancing speed is 5~20m / hr.

[0096] In step S4, the construction equipment 2 is stationary, the inside of the core planting device 22 is configured with a high-precision electronic level, the vertical deviation of the core planting device 22 is displayed in real time through the high-precision electronic level, and the core planting device 22 is controlled in real time through the control device 23 to realize real-time front and back, up and down, and rotation control adjustment; the middle position of the bottom surface of the splicable Ω-shaped core material 12 is sleeved into the nose-shaped positioning card 14, and the Ω-shaped core material concave interface bottom protective sleeve 15 is sleeved into the bottom of the core material female joint 124 to avoid the cavity being blocked by coarse particles in the foundation soil; then the core planting device 22 at the tail of the construction equipment 2 is used to vertically press the splicable Ω-shaped core material 12 into the middle position inside the flow-plastic-state solidified soil anti-seepage thin wall 11 in the initial stage of construction, the core material male joint 125 of the splicable Ω-shaped core material 12 is clamped into the inside of the core material female joint 124 that has been planted, and the two ends of the splicable Ω-shaped core material 12 are mutually engaged and spliced; when the depth of the permeable soft foundation 32 in the embankment 3 exceeds 15m-30m, the length of the splicable Ω-shaped core material 12 is limited by the transportation requirements, the splicable Ω-shaped core material 12 needs to be spliced and connected in the up-down direction by using the Ω-shaped core material vertical fusion splicing sleeve 13, the width of the spliced and connected part is not less than 50cm, the hot fusion welding seam formed by the splicable Ω-shaped core material 12 and the Ω-shaped core material vertical fusion splicing sleeve 13 needs to be arranged in a staggered manner, that is, the hot fusion welding seams formed by the adjacent splicable Ω-shaped core material 12 and the Ω-shaped core material vertical fusion splicing sleeve 13 need to be arranged at different depths, the depth difference range needs to meet 1m-5m, and the hot fusion welding seams formed by the splicable Ω-shaped core material 12 and the Ω-shaped core material vertical fusion splicing sleeve 13 are arranged in the soil layer with relatively weak permeability as much as possible; the splicable Ω-shaped core material 12 is smoothly and vertically sunk to the designed depth along the two side walls of the solidified soil anti-seepage thin wall 11, and forms the flexible composite anti-seepage thin wall 1 in cooperation with the solidified soil anti-seepage thin wall 11; in step S4, the cutting, spraying and stirring device 21 at the front end of the construction equipment 2 is continuously operated in the up-down direction to ensure the uniformity of the solidified soil anti-seepage thin wall 11.

[0097] In step S6, after the construction of the flexible composite anti-seepage thin wall 1 is completed, the anchor bolts connected between the cutting, spraying and stirring device 21 are disassembled, the cutting, spraying and stirring device 21 is pulled out from the embankment 3 in sections, and the assembled parts of the construction equipment 2 are disassembled and removed; at the same time, after the solidified soil anti-seepage thin wall 11 in the flexible composite anti-seepage thin wall 1 reaches the designed strength of 28 days, the unconfined compressive strength range is 0.1-0.5Mpa, the embankment end connection structure 35 is wrapped with clay anti-seepage material to protect the anti-seepage spurs of the adjacent buildings, the wrapping thickness is not less than 1.0m, the permeability coefficient of the clay anti-seepage material is not greater than 1×10 -5cm / s, to avoid the occurrence of lateral around the seepage; the top of the flexible composite anti-seepage thin wall 1 is protected by the embankment top protection structure 34, the embankment top protection structure 34 adopts 30cm~50cm thick clay backfill, and the asphalt pavement structure is laid on the clay backfill, to avoid the damage of embankment load to the flexible composite anti-seepage thin wall 1.

[0098] The thickness of the flexible composite anti-seepage thin wall 1 ranges from 35cm to 50cm, the single-width range of the splicable omega-shaped core material 12 ranges from 60cm to 80cm, the single-arch height range of the splicable omega-shaped core material (12) ranges from 10cm to 20cm, the single-length of the splicable omega-shaped core material 12 ranges from 5m to 17m, and the web thickness of the core web 121 ranges from 6mm to 12mm.

[0099] In order to ensure that the flexible composite anti-seepage thin wall 1 and the splicable omega-shaped core material 12 are perfectly bonded to each other, it is suggested that the single-arch height of the splicable omega-shaped core material 12 is controlled according to 25%~40% of the thickness of the flexible composite anti-seepage thin wall 1, which can ensure that the splicable omega-shaped core material 12 is wrapped with sufficient thickness of the flexible composite anti-seepage thin wall 1, improve the durability of the splicable omega-shaped core material 12, and ensure that the splicable omega-shaped core material 12 has a certain bending stiffness and is beneficial to the stability during construction, which can ensure safety and save materials and optimize engineering investment.

[0100] Through a large number of experimental research and calculation, the present application obtains the comprehensive permeability coefficient empirical formula of the flexible composite anti-seepage thin wall 1 as follows:

[0101] (1)

[0102] Among them:

[0103] K is the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall 1, and the unit is cm / s;

[0104] K is the total correction coefficient considering the influence of the complex factors such as the mixing amount of the on-site cement solidifying agent and the complexity of the actual soil layer in the flexible composite anti-seepage thin wall 1;

[0105] K is the thickness of the web of the splicable omega-shaped core material 12, and the unit is cm;

[0106] K is the thickness of the flexible composite anti-seepage thin wall 1, and the unit is cm, and in the present application, the thickness ranges from 35cm to 50cm;

[0107] K is the average horizontal permeability coefficient of the solidified soil anti-seepage thin wall 11 of the flexible composite anti-seepage thin wall 1, and the unit is cm / s;

[0108] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s;

[0109] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s;

[0110] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s; k 固化土 Not only related to the distribution of the foundation soil layer, but also related to the solidified agent content in the cutting and mixing wall forming process, through many large-scale test research calculations, the empirical formula can be used:

[0111] (2)

[0112] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s;

[0113] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s;

[0114] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s;

[0115] Kx, 12 is the horizontal permeability coefficient of the assemblable Ω-shaped core material 12 itself, unit: cm / s;

[0116] Example 1 is as follows:

[0117] As shown in Figure 5 , the thickness of the first layer of embankment body structure 31 in the embankment 3 is , the horizontal permeability coefficient after cutting and mixing solidification is ; the thickness of the second layer of permeable soft foundation 32 is , the horizontal permeability coefficient after cutting and mixing solidification is ; the thickness of the third layer of relatively impermeable foundation 33 after cutting and mixing solidification is , the horizontal permeability coefficient after cutting and mixing solidification is ;

[0118] The thickness of the flexible composite anti-seepage thin wall 1 is:

[0119] Therefore, the actual design length of the assemblable Ω-shaped core material 12 is 14m, which can be formed by one-time construction without upper and lower splicing.

[0120] Therefore, according to the formula, the permeability coefficient of the cured soil impervious thin wall 11 in the flexible composite impervious thin wall 1 is:

[0121] As shown in Figure 7 , the thickness of the flexible composite impervious thin wall 1 is , the thickness of the web of the splicable Ω-shaped core material 12 is , the horizontal permeability coefficient of the splicable Ω-shaped core material 12 itself is , the influence coefficient of the splicable Ω-shaped core material 12 on the reduction of the horizontal permeability coefficient of itself under the influence of the splicing of the core material female joint 124 and the core material male joint 125 and the like is , the total correction coefficient considering the influence of the complex factors such as the mixing amount of the curing agent such as cement and the complexity of the actual soil layer in the flexible composite impervious thin wall 1 is Therefore, according to the formula, the comprehensive permeability coefficient of the flexible composite impervious thin wall 1 is:

[0122] Example 2 is as follows:

[0123] As shown in Figure 5 , the thickness of the first layer of the embankment body structure 31 in the embankment 3 is , the horizontal permeability coefficient after cutting and stirring and curing is ; the thickness of the second layer of the permeable soft foundation 32 is , the horizontal permeability coefficient after cutting and stirring and curing is ; the thickness of the third layer of the relatively impermeable foundation 33 after cutting and stirring and curing is , the horizontal permeability coefficient after cutting and stirring and curing is ;

[0124] The thickness of the flexible composite impervious thin wall 1 is:

[0125] Therefore, the total length of the splicable Ω-shaped core material 12 is 22m, which cannot be formed by one-time production, and two typical specifications of 10m and 12m can be combined by hot melting and splicing, and the vertical fusion splicing sleeve 13 of the Ω-shaped core material has a height of 0.6m.

[0126] Therefore, according to the formula, the permeability coefficient of the cured soil impervious thin wall 11 in the flexible composite impervious thin wall 1 is:

[0127] As shown in Figure 7 , the thickness of the flexible composite impervious thin wall 1 is , the thickness of the web of the splicable Ω-shaped core material 12 is The horizontal permeability coefficient of the spliced Ω-shaped core material 12 itself The influence coefficient of the spliced Ω-shaped core material 12 on the reduction of the horizontal permeability coefficient of the spliced Ω-shaped core material 12 itself under the influence of horizontal core material female joint 124 and core material male joint 125 splicing and vertical hot melt splicing The total correction coefficient considering the influence of complex factors such as the mixing amount of on-site cement and other solidifying agents and the complexity of actual soil layers in the flexible composite anti-seepage thin wall 1 Therefore, according to the formula, the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall 1 is:

[0128] Through the above example calculation, it can be known that in example 1, after the flexible composite anti-seepage thin wall system of the present application is used in the embankment 3, the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall 1 is , which is much smaller than the horizontal permeability coefficient of the cut and mixed solidified soft soil foundation 32 in the embankment 3 , which further verifies that the core anti-seepage structure in the flexible composite anti-seepage thin wall system of the present application is the spliced Ω-shaped core material 12, and the anti-seepage effect of the solidified soil anti-seepage thin wall 11 is very small or even negligible. The main role of the solidified soil anti-seepage thin wall 11 is to cut and crush the large particle body of the in-situ cut sand and gravel layer, and to use the soil body itself for in-situ wall protection; in example 2, the other parameters are the same as in example 1, only the thickness of the second layer of soil permeable soft foundation 32 is increased from 7m in example 1 to 15m, and the spliced Ω-shaped core material 12 needs to be combined with upper and lower hot melt splicing. Through calculation, the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall 1 in example 2 is , which is larger than the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall 1 in example 1 , which also conforms to the engineering practice experience, and the calculation results and accuracy can meet the engineering practice application requirements, and has the advantages of good anti-seepage effect, high reliability, good durability, thin wall, low investment, convenient construction and the like.

[0129] The above is only a specific embodiment of the present application, but the protection scope of the present application is not limited thereto, any skilled person in the art can easily think of changes or replacements within the technical range disclosed by the present application, which should be covered within the protection scope of the present application.

Claims

1. A flexible composite impervious sheet wall system characterized by: The application relates to a flexible composite anti-seepage thin wall, construction equipment and a dike, wherein the flexible composite anti-seepage thin wall is arranged in the dike, the construction equipment is arranged on the top surface of the dike and the top surface of the flexible composite anti-seepage thin wall during construction, the flexible composite anti-seepage thin wall comprises a solidified soil anti-seepage thin wall, an assemblable omega-shaped core material and a nose-shaped positioning card, the solidified soil anti-seepage thin wall is arranged in the middle dike body of the dike, the assemblable omega-shaped core material is arranged in the middle of the solidified soil anti-seepage thin wall, and the nose-shaped positioning card is arranged at the bottom of the assemblable omega-shaped core material, so as to play a role in controlling the assemblable omega-shaped core material in the middle; the assemblable omega-shaped core material is composed of a core material web, a core material adhesion-increasing convex body, a core material flange, a core material female joint and a core material male joint; the core material adhesion-increasing convex body is arranged on the inner and outer sides of the core material web at intervals, so as to increase the adhesion between the assemblable omega-shaped core material and the solidified soil anti-seepage thin wall; the left and right ends of the core material web are provided with the core material flanges which can adapt to deformation; the ends of the core material flanges are respectively provided with the core material female joint and the core material male joint, so as to form an integrated structure similar to the Greek letter omega; the assemblable omega-shaped core material is spliced by being engaged with each other through the adjacent core material female joint and the core material male joint along the horizontal direction of the top of the dike, so as to form an anti-seepage structure continuously extending along the horizontal direction of the top of the dike. The construction equipment is assembled by a cutting and spraying and stirring device, a core planting device, a control device, a power device and a walking device; the cutting and spraying and stirring device is arranged at the middle position of the walking device, the control device is arranged on the top surface of the walking device, the core planting device is arranged at the tail position of the walking device, and the power device is arranged on the road behind the dike, so as to reduce the load of the dike and the underlying soft foundation; the power device is connected with the control device through a cable, the control device is connected with the cutting and spraying and stirring device, the walking device and the core planting device through a data line and controls the orderly operation of the cutting and spraying and stirring device, the walking device and the core planting device; the cutting and spraying and stirring device and the core planting device have front and back, up and down and rotating intelligent leveling functions, so as to realize the automatic control requirement of the verticality of the construction of the cutting and spraying and stirring device on the solidified soil anti-seepage thin wall and the core planting device on the assemblable omega-shaped core material under the condition that the working surface of the construction equipment, i.e. the top surface of the dike body structure, is uneven.

2. The flexible composite impervious sheeting system of claim 1, wherein: The assemblable omega-shaped core material is manufactured by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials; the omega-shaped core material vertical fusion and assembly sleeve, the nose-shaped positioning card and the omega-shaped core material concave interface bottom protection sleeve are manufactured by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials; the assemblable omega-shaped core material is spliced by being hot-melted through the omega-shaped core material vertical fusion and assembly sleeve; external ultrasonic vibration is used to heat the two assemblable omega-shaped core materials and the omega-shaped core material vertical fusion and assembly sleeve to be spliced, so that the two assemblable omega-shaped core materials and the omega-shaped core material vertical fusion and assembly sleeve reach a molten state; under the action of external pressure and cooling, a uniform and reliable hot-melt joint is formed; the omega-shaped core material concave interface bottom protection sleeve is sleeved on one side of the bottom of the core material female joint, so as to prevent coarse particles from being embedded and blocked.

3. The flexible composite impervious sheeting system of claim 1, wherein: The nose-shaped positioning card is composed of a socketed nose-shaped card slot, a card positioning wing and an arc-shaped positioning sliding end; the two side surfaces of the socketed nose-shaped card slot are respectively provided with the card positioning wing, the tail end of the card positioning wing is provided with the arc-shaped positioning sliding end, the socketed nose-shaped card slot is connected with the middle position of the bottom of the core web in a socketed manner, the assemblable omega-shaped core material is arranged in the solidified soil anti-seepage thin wall through the nose-shaped positioning card, the assemblable omega-shaped core material is arranged in the solidified soil anti-seepage thin wall, the bottom of the assemblable omega-shaped core material is smoothly rubbed with the side wall of the solidified soil anti-seepage thin wall through the arc-shaped positioning sliding end, and the assemblable omega-shaped core material is smoothly sunk.

4. The flexible composite impervious sheeting system of claim 1, wherein: The embankment comprises an embankment body structure, a water-permeable soft foundation, a relatively water-impermeable foundation, an embankment top protection structure and an embankment end connection structure; the relatively water-impermeable foundation, the water-permeable soft foundation and the embankment body structure are arranged from bottom to top in sequence, the embankment top protection structure is arranged on the top surface of the embankment body structure, and the embankment end connection structure is connected with the side surface of one end of the embankment body structure; the cutting and spraying and stirring device penetrates through and is arranged in the embankment body structure, the water-permeable soft foundation and the relatively water-impermeable foundation in the construction process, and the cutting and spraying and stirring device cuts the embankment body structure, the water-permeable soft foundation and the relatively water-impermeable foundation and sprays and stirs at the same time to form the solidified soil anti-seepage thin wall.

5. A method of constructing a flexible composite impervious sheet wall system according to any one of claims 1 to 4, characterised in that: The method comprises the following steps: S1, construction preparation, assembling construction equipment, preparing solidified agent slurry, producing assemblable omega-shaped core material and accessories; S2, the cutting, spraying and stirring device is leveled and sunk into the embankment body; S3, the construction equipment slowly advances, the cutting, spraying and stirring device is leveled and corrected in real time, and cutting into a wall, spraying and stirring are performed; S4, the construction equipment is stationary, the core implanting device is leveled and the assemblable omega-shaped core material is implanted, and the cutting, spraying and stirring device is stirred; S5, steps S3 and S4 are repeated, and the next construction cycle is entered until the construction of the entire flexible composite anti-seepage thin wall is completed; S6, the embankment top protection structure and the embankment end connection structure are constructed.

6. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: In step S1, the solidified agent in the solidified agent slurry is mixed by cement, finely ground ore powder, water reducing agent and retarder according to a certain ratio, the water-binder ratio of the solidified agent slurry is 0.4:1-0.5:1, the assemblable omega-shaped core material has an appearance structure close to the Greek letter omega, and the assemblable omega-shaped core material is made by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials; the accessory omega-shaped core material vertical fusion assembly sleeve, the nose-shaped positioning card and the omega-shaped core material concave interface bottom protection sleeve are also made by mixing and extruding polyvinyl chloride (PVC) resin and reinforcing materials.

7. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: In step S2, under the condition that the construction operation platform on the top surface of the embankment body structure is uneven, the cutting, spraying and stirring device is intelligently leveled front and back, up and down and rotated, and sunk to the top of the relatively water-impermeable foundation, the cutting, spraying and stirring device penetrates through the embankment body structure, the water-permeable soft foundation and the relatively water-impermeable foundation during sinking, the cutting, spraying and stirring device is set to be more than two and is connected by anchor bolts up and down, the sinking depth is controlled by effectively cutting off the anti-seepage channel of the embankment body and foundation to ensure the safety requirements of embankment anti-seepage.

8. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: In step S3, the construction equipment slowly advances while the cutting and spraying mixing device is leveled in real time to avoid tilting of the cutting and spraying mixing device under external interference, and the cutting and spraying mixing device operates up and down to cut the embankment structure and the weak and permeable foundation, and uses the soil itself to protect the wall in situ. The cutting and spraying mixing device injects the prepared solidifying agent slurry into the cut soil at high pressure, and the mixing amount of the solidifying agent is controlled in the range of 5% to 15% by mass, and the specific control principle is to improve the 28-day unconfined compressive strength of the solidified soil anti-seepage thin wall to 0.1-0.5Mpa, the high-pressure grouting pressure of the solidifying agent slurry is 0.2-0.8Mpa, the cutting and spraying mixing device forms the flow-plastic state solidified soil anti-seepage thin wall in the initial stage of construction by stirring up and down, and the up and down stirring rate of the cutting and spraying mixing device needs to be reasonably controlled, which needs to meet the uniformity of up and down stirring and ensure the overall construction efficiency, and at the same time, the construction equipment slowly advances along the embankment top axis direction at a speed of 5-20m / hr.

9. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: In step S4, the construction equipment is stationary, the core planting device is intelligently leveled by forward and backward, up and down, and rotation, the middle position of the bottom surface of the splicable Ω-shaped core material is sleeved into the nose-shaped positioning card, and the bottom of the Ω-shaped core material concave interface is sleeved into the Ω-shaped core material bottom protection sleeve at the bottom of the core material female joint to avoid the cavity being blocked by coarse particles in the foundation soil; the core planting device at the tail of the construction equipment simultaneously vertically presses the splicable Ω-shaped core material into the middle position of the flow-plastic state solidified soil anti-seepage thin wall in the initial stage of construction, the core material male joint of the splicable Ω-shaped core material is clamped into the core material female joint that has been planted, and the two ends of the splicable Ω-shaped core material are mutually engaged and spliced, when the depth of the weak and permeable foundation bottom surface of the embankment exceeds 15-20m, the length of the splicable Ω-shaped core material is limited by the transportation requirements, the up and down fusion splicing of the splicable Ω-shaped core material needs to be performed by using the Ω-shaped core material vertical fusion splicing sleeve, the fusion splicing width is not less than 50cm, the heat fusion welding seams formed by the splicable Ω-shaped core material and the Ω-shaped core material vertical fusion splicing sleeve need to be arranged in a staggered manner, that is, the heat fusion welding seams formed by adjacent splicable Ω-shaped core materials and the Ω-shaped core material vertical fusion splicing sleeve need to be arranged at different depths, the depth difference range needs to meet 1m-5m, and the heat fusion welding seams formed by the splicable Ω-shaped core material and the Ω-shaped core material vertical fusion splicing sleeve are arranged in the soil layer with relatively weak permeability as much as possible; the splicable Ω-shaped core material is smoothly and vertically sunk to the design depth along the two side walls of the solidified soil anti-seepage thin wall to form a flexible composite anti-seepage thin wall in cooperation with the solidified soil anti-seepage thin wall; the cutting and spraying mixing device at the front end of the construction equipment continuously operates up and down to stir in step S4 to ensure the uniformity of the solidified soil anti-seepage thin wall.

10. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: In step S6, after the construction of the flexible composite impervious thin wall is completed, the upper and lower connected anchor bolts of the cutting and spraying mixing device are disassembled, the cutting and spraying mixing device is taken out from the embankment in sections, the assembled components of the construction equipment are disassembled and removed; at the same time, after the solidified soil impervious thin wall in the flexible composite impervious thin wall reaches the design strength of 28 days, the unconfined compressive strength range is designed to be 0.1~0.5Mpa, the end boundary of the flexible composite impervious thin wall and the adjacent building impervious thin wall are protected by the clay impervious material outer wrapping type impervious connection structure outside the embankment end connection structure, the outer wrapping thickness is not less than 1.0m, and the permeability coefficient of the clay impervious material is not greater than 1×10 -5 cm / s, so as to avoid lateral seepage. The top of the flexible composite anti-seepage thin wall is protected by the embankment top protection structure, the embankment top protection structure is filled with 30-50cm thick clay, and an asphalt pavement structure is laid on the clay backfill to avoid damage to the flexible composite anti-seepage thin wall caused by embankment load.

11. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: The single-arch height of the splicable Ω-shaped core material is controlled according to 25% to 40% of the thickness of the flexible composite anti-seepage thin wall 1, so as to ensure that the flexible composite anti-seepage thin wall and the splicable Ω-shaped core material are completely bonded with each other, to ensure that the splicable Ω-shaped core material is wrapped by the flexible composite anti-seepage thin wall with sufficient thickness, to improve the anti-aging durability of the splicable Ω-shaped core material, and to ensure that the splicable Ω-shaped core material has a certain bending stiffness and is beneficial to the stability during construction.

12. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: The thickness of the flexible composite anti-seepage thin wall ranges from 35 cm to 50 cm, the single-arch width of the splicable Ω-shaped core material ranges from 60 cm to 80 cm, the single-arch height of the splicable Ω-shaped core material ranges from 10 cm to 20 cm, and the single-arch length of the splicable Ω-shaped core material ranges from 5 m to 17 m, and the thickness of the core material web ranges from 6 mm to 12 mm.

13. The method of constructing a flexible composite impervious sheet wall system according to claim 5, wherein: The calculation empirical formula of the comprehensive permeability coefficient of the flexible composite anti-seepage thin wall is: wherein: K is the overall permeability coefficient of the flexible composite impervious sheet, in cm / s; To consider the total correction coefficient in flexible composite anti-seepage thin wall due to the influence of site cement solidifying agent content and actual soil layer complexity factors; t is the thickness of the web of the assemblable Ω-shaped core material, in cm; The thickness of the flexible composite impermeable thin wall is 35-50 cm. Ks is the average horizontal permeability coefficient of the cured soil impervious sheet wall of the flexible composite impervious sheet wall, in cm / s; K is the horizontal permeability coefficient of the assemblable Ω-shaped core material itself, in cm / s; Kx, Kz, Kxy, Kxz, Kyz, Kx, Kz, Kxy, Kxz, Kyz, Kx, Kz, Kxy, Kxz, Kyz, Kx, Kz, Kxy, Kxz, Kyz, Kx, Kz, Kxy, Kxz, Kyz, Kx, Kz, Kxy, Kxz, Kyz, Kx, Kz The permeability coefficient of the cured soil in the flexible composite impervious thin wall k 固化土 Not only related to the distribution of the foundation soil, but also related to the dosage of the curing agent in the cutting and mixing process, after many experiments and research calculations, the empirical formula is adopted: wherein: respectively the thickness of the first layer of embankment structure, the second layer of soil of the permeable soft foundation and the third layer of soil of the relatively impermeable foundation after cutting, stirring and curing, unit: m; K1, K2, K3, K4, K5, K6, K7, K8, K9, K10, K11, K12, K13, K14, K15, K16, K17, K18, K19, K20, K21, K22, K23, K24, K25, K26, K27, K28, K29, K30, K31, K32, K33, K34, K35, K36, K37, K38, K T is the total thickness of the flexible composite impervious sheeting, in meters.

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