Steel plate underground diaphragm wall and construction method thereof

Abstract

The invention discloses a steel plate underground diaphragm wall and a construction method thereof. The steel plate underground diaphragm wall comprises anchoring piles and an underground diaphragm wall box. Inhaul cables are arranged in the centers of the anchoring piles in a full-length mode; rack lantern rings are connected to the inhaul cable at intervals, and a wedge block is fixedly connected to the bottom of the inhaul cable; two rotating shafts arranged on the two sides of the inhaul cable are fixed in the anchoring pile at intervals, duplicate gears are evenly distributed on each rotating shaft, a large-gear gear in the duplicate gears is connected with the rack lantern ring, and the upper side of a small-gear rack in the duplicate gears is connected with the anchor rod; when the underground diaphragm wall box body is installed, a counter-force frame needs to be erected on the underground diaphragm wall box body. During construction, how to treat the interior of the steel plate underground diaphragm wall can be determined according to actual engineering requirements. When the design rigidity of the underground diaphragm wall is large, a drag suction type trenching machine can be adopted to excavate soil bodies in the steel plate underground diaphragm wall units, and then concrete with the design mark number is poured; otherwise, an excavation-free technology for curing the soil body in the steel plate underground diaphragm wall can be directly adopted.

Description

Technical Field

[0001] The present invention relates to the technical field of the construction of steel sheet diaphragm walls underground, and particularly relates to a steel sheet diaphragm wall underground and a construction method thereof. Background Art

[0002] When excavating deep foundation pits in saturated soft soil strata, the steel sheet diaphragm wall underground is one of the best retaining structures. The traditional construction process usually includes the following steps: First, on the ground, using a trench excavating machine, along the peripheral axis of the deep foundation pit, under the condition of slurry retaining wall, a long and narrow deep trench is excavated. After cleaning the trench, a steel reinforcement cage is hoisted into the trench, and then underwater concrete is poured through the conduit method to form a unit trench segment; and so on, section by section, until a continuous reinforced concrete wall is built underground as a structure for water cutoff, anti-seepage, load-bearing and water retaining. However, this construction process is complex and costly, and at the same time, the waste slurry required for the slurry retaining wall is not only difficult to handle, but also has an adverse impact on the environment.

[0003] As a commonly used construction method for foundation pit support and underground structures, the pressing sinking method presses the engineering structure into the ground through hydraulic equipment, thereby completing the construction of the underground structure. This method has the characteristics of high construction efficiency, convenient operation and wide application range. If it is applied to the construction of the steel sheet diaphragm wall underground, it can effectively solve the disadvantage that the traditional steel sheet diaphragm wall underground needs to be excavated. However, there is currently no steel sheet diaphragm wall structure suitable for the pressing sinking method.

[0004] Therefore, in order to promote green construction and further develop and improve the construction technology of the steel sheet diaphragm wall underground, there is an urgent need for a steel sheet diaphragm wall underground with convenient construction and a construction method thereof. Summary of the Invention

[0005] (1) Technical Problems to be Solved

[0006] The technical problem to be solved by the present invention is to provide a steel sheet diaphragm wall underground and a construction method thereof, which apply the pressing sinking method to the construction of the steel sheet diaphragm wall underground, realize the construction of the steel sheet diaphragm wall underground, completely change the traditional technical route of the steel sheet diaphragm wall underground, significantly reduce the disturbance of the construction to the surrounding environment, and are particularly suitable for construction in urban dense areas.

[0007] (2) Technical Solutions

[0008] The solution adopted by the present invention to solve the above technical problems is a steel sheet diaphragm wall underground, which includes anchor piles and a steel sheet diaphragm wall underground; the anchor piles include anchor pile boxes, stay cables, rack collars, wedges, limit plates, rotating shafts, double joint gears and anchor rods;

[0009] The anchor pile is a multi-layer structure arranged vertically, and a cable is arranged longitudinally through the center; at regular intervals along the cable, a rack collar is fixedly connected, and a wedge block is fixedly connected to the bottom of the cable; a limiting plate is fixed to the bottom end of the anchor pile at the bottom layer; two rotating shafts are fixedly arranged at regular intervals on the long side inside the anchor pile, the two rotating shafts are respectively arranged on both sides of the cable, and a double gear is arranged on each rotating shaft. The large gear of the double gear is connected to the rack collar, and the upper side of the small gear rack of the double gear is connected to the anchor rod; a slot is opened at the upper end of the anchor pile at the top layer, and the slot is relatively arranged in the middle of the two rotating shafts;

[0010] The steel sheet diaphragm wall is formed by splicing a plurality of diaphragm wall boxes arranged vertically; the diaphragm wall box is a steel cylinder structure with a rectangular cross-section formed by enclosing four steel sheets; a corbel is fixed to the short side of the diaphragm wall box at the upper layer, and the corbel can be inserted into the anchor pile through the slot, and the cable is threaded through the corbel;

[0011] Moreover, when installing the diaphragm wall box, a reaction frame needs to be erected on the diaphragm wall box.

[0012] With the above scheme, the construction of the steel sheet diaphragm wall is realized, which completely changes the traditional technical route of the steel sheet diaphragm wall, significantly reduces the disturbance of the construction to the surrounding environment, and is especially suitable for construction in urban dense areas; the design of the multi-layer structure arranged vertically of the steel sheet diaphragm wall solves the problem of deep construction and can meet the requirements of underground walls at different depths; the ingenious combination of the cable and the rack collar realizes the dual functions of force transmission and precise positioning, improving the construction accuracy; the meshing mechanism of the double gear and the rack collar creates an intelligent mechanical transmission system, ensuring the uniformity and controllability of the extension of the anchor rod; the connection method of the corbel and the slot innovatively solves the connection problem between the underground wall and the anchor pile, forming a structurally integrated system; the reaction frame design ingeniously solves the problem of force balance during the construction process and provides the necessary supporting force for the system installation.

[0013] In some embodiments, the main bodies of the anchor piles and the steel sheet diaphragm walls are made of steel, and the grade of the steel is mainly determined by the design stiffness, the corrosiveness of the groundwater and soil at the site; the number of the anchor pile boxes in the anchor piles and the number of the diaphragm wall boxes arranged vertically in a single sheet of the steel sheet diaphragm wall are determined according to the design requirements; a limiting groove is arranged on the side of the anchor pile, and a limiting groove is arranged on the side of the steel sheet diaphragm wall, and the two can be spliced with each other; a steel sheet diaphragm wall is arranged between every two anchor piles on the left and right sides; the corbels on both sides of the diaphragm wall box are arranged on the upper and lower sides; and, a wedge-shaped guide groove is machined at the upper end of the corbel on the upper side, and through holes for the cable to pass through are arranged on the corbel and the limiting plate; the strength of the corbel and the limiting plate needs to meet the requirement of not being damaged under the action of the ultimate tensile force of the cable.

[0014] Specifically, "single sheet" in a single sheet of the steel sheet diaphragm wall is a quantifier, referring to a single one.

[0015] With the above scheme, the arrangement method of fixing the rotating shaft on the long side of the anchor pile optimizes the force transmission path and enhances the resistance of the structure under the lateral load; the carefully designed limiting grooves on the anchor pile and the diaphragm wall form a connection method similar to the "mortise and tenon structure", which not only ensures the precise alignment during the assembly process, but also provides additional shear resistance; the alternating arrangement of the diaphragm wall box and the anchor pile creates a new type of structural system, which not only ensures the overall continuity, but also makes the components form an interlocking support, improving the anti-deformation ability and integrity of the whole system; the design of arranging the corbels on the upper and lower sides forms an upper and lower "clamping" effect, significantly enhancing the connection stability and effectively preventing the connection from loosening under the action of the lateral load; the wedge-shaped guide groove design at the upper end of the upper corbel is used to assemble another wedge block on the cable after the cable is tensioned, and through the cooperation of the wedge block and the wedge-shaped guide groove at the upper end of the corbel, the cable is fixed on the corbel to realize the fixed installation between the cable and the diaphragm wall box; the carefully designed through holes on the corbel and the limiting plate not only provide a wiring path for the cable, but also optimize the stress state of the cable through their specific shape and size, reducing the stress concentration caused by the bending of the cable; the clear regulation of the strength requirements ensures the safety of the system under the extreme working conditions and prevents the overall collapse of the system caused by the failure of local components; this design takes into account the possible relaxation and aging problems of the cable during long-term use, providing a guarantee for the long-term stability of the system; the through hole design also facilitates the threading and adjustment of the cable during the construction process, improving the construction efficiency and quality control.

[0016] In some embodiments, a rectangular hole for the anchor rod to pass through is formed in the anchor pile box to realize the telescopic movement of the anchor rod; and, the length of the rack collar is equal to the length between the wedge block and the limiting plate to ensure the telescopic movement of the anchor rod.

[0017] Specifically, when the cable is driven to move upward and drives the rack collar to move upward synchronously, since the rack collar meshes with the large gear of the double gear, the double gear will be driven to rotate. Also, since the upper side of the small rack of the double gear meshes with the anchor rod, the anchor rod will be driven to perform telescopic movement. And a gear portion that meshes with the large gear of the double gear is arranged in the length direction of the rack collar. Thus, the telescopic stroke of the entire anchor rod is limited by the length of the rack collar. Furthermore, by making the length of the rack collar equal to the length between the wedge block and the limit plate, it can be ensured that there is no interference during the upward movement of the wedge block and the cable when the anchor rod is driven to perform telescopic movement, so as to ensure the telescopic movement of the anchor rod. At the same time, after the cable moves upward and the wedge block engages with the limit block, the anchor rod has extended to a sufficient length.

[0018] With the above solution, the design of the rectangular hole ingeniously solves the guiding problem of the telescopic movement of the anchor rod, avoiding deflection or jamming of the anchor rod during extension; the precise matching of the length of the rack collar and the distance between the wedge block and the limit plate provides precise stroke control for the extension of the anchor rod, ensuring that each anchor rod can reach the optimal working position designed; this structural design ensures that the anchor rod can maintain consistent extension performance under various soil conditions, improving the adaptability and reliability of the system under different geological conditions; the design of the telescopic mechanism also takes into account the possible adjustment requirements in the later stage of construction, providing the possibility of later adjustment for the system.

[0019] In some embodiments, holes for the cable to pass through are provided on both sides of the reaction frame, and the holes penetrate the reaction frame; moreover, a cross bar is centrally arranged on the long side of the reaction frame to enhance the strength of the reaction frame.

[0020] With the above solution, the design of the holes on the reaction frame through which the cable passes solves the problem of force transmission during the cable tensioning process, creating a closed force transmission system to ensure the effective application of the tension force; the design of the holes penetrating the entire reaction frame not only facilitates the threading of the cable but also balances the acting force of the cable tensioning on the reaction frame, avoiding local deformation; the cross bar centrally arranged on the long side innovatively improves the stress state of the reaction frame, providing a more uniform force distribution, significantly enhancing the bearing capacity and stiffness of the reaction frame; this design of the reaction frame also considers the convenience of on-site hoisting and disassembly, is reusable, and reduces the engineering cost.

[0021] The solution adopted by the present invention to solve the above technical problems is a construction method for a steel plate diaphragm wall, including the following steps:

[0022] Step (1): Lift one of the anchor piles to the preset construction area and install it using a static pile press; when the top of the anchor pile is close to the ground surface, connect it to another anchor pile to form an anchor pile with an upper and lower structure; pass the cable through the anchor piles with the upper and lower structure, and finally complete the construction of the anchor pile using a static pile press;

[0023] Step (2): After every two anchor piles are installed, construct the steel sheet diaphragm wall through the sinking technology, and install the diaphragm wall box body in the construction sequence from the bottom layer to the upper layer. When the top surface of the diaphragm wall box body is close to the ground surface, splice the next diaphragm wall box body. After the bottom layer diaphragm wall box body is sunk to the design elevation, a steel sheet diaphragm wall with an upper and lower multi-layer structure is formed;

[0024] Step (3): After the installation of the anchor pile and its adjacent steel sheet diaphragm wall is completed, tension the cable of the anchor pile. After tensioning, assemble another wedge block on the cable, and fix the cable on the corbel through the cooperation of the wedge block and the wedge-shaped guide groove at the upper end of the corbel; thus, tightly connect the anchor pile and its adjacent steel sheet diaphragm wall on the left and right, and at the same time realize the vertical connection and fixation of multiple groups of diaphragm wall box bodies in a single panel.

[0025] Step (4): According to the design requirements, treat the soil inside the steel sheet diaphragm wall; there are two cases for the treatment;

[0026] Specifically, it is divided into Case a: When the designed stiffness of the diaphragm wall is large, a trailing suction hopper dredger can be used to excavate the soil inside the steel sheet diaphragm wall and then pour concrete of the designed grade;

[0027] Case b: On the contrary, a non-excavation technology for directly solidifying the soil inside the steel sheet diaphragm wall can be adopted.

[0028] Adopting the above - mentioned solution, using a static pile press for the construction of anchor piles completely solves the problems of noise and vibration caused by traditional pile driving, and is especially suitable for construction in environmentally sensitive areas and around existing buildings; the method of segmentally installing anchor piles breaks through the limitation of conventional construction depth, can extend to deeper levels according to engineering needs, and meets the requirements of different projects; the design of the cable running through the whole system realizes the effective connection and overall operation of the upper and lower structures, forming a complete mechanical system; the application of the sinking technology avoids a large amount of earth excavation in the construction of traditional diaphragm walls, significantly reduces the construction volume and environmental impact; the design of the segmentally spliced diaphragm wall box solves the technical problems of deep construction and can adjust the wall depth according to actual needs; the tension - fixing design forms a prestressed structure, improving the bending resistance and overall stability of the wall; the design of carrying out the tensioning operation uniformly after all the diaphragm wall boxes are installed ensures the synchronism and balance of the force of the whole system; unified tensioning also simplifies the quality control in the construction process, facilitates the monitoring and recording of the tension force and the corresponding deformation, and provides a reliable basis for quality assessment; the selective concrete pouring in the final stage provides a flexible solution for different engineering needs and can be adjusted according to the actual situation.

[0029] In some embodiments, the sinking technology in step (2) is specifically as follows: a reaction frame is erected on the upper part of the diaphragm wall box. First, the cable is tensioned by a through - hole jack, driving the cable to stretch upward to drive the double - linked gear to rotate, and then driving the anchor rod to extend and insert into the soil layer; then continue to tension the cable, and drive the diaphragm wall box to sink through the force transmission of the reaction frame.

[0030] Adopting the above - mentioned solution, the application of the through - hole jack tensioning system is an innovative use of traditional construction equipment, realizing precise and controllable force application, ensuring the smoothness and safety of the construction process; the mechanism of driving the double - linked gear to rotate by cable tensioning and then controlling the extension of the anchor rod forms an intelligent "anchor first and then sink" construction sequence, completely changing the traditional construction idea; the design of the anchor rod extending and inserting into the soil layer greatly enhances the lateral stability of the steel - plate diaphragm wall, solving the problems of inclination or deformation that may occur in the construction of traditional diaphragm walls; the method of driving the diaphragm wall box to sink through the force transmission of the reaction frame creates a uniform and controllable sinking process, ensuring the verticality and position accuracy of the wall; this sinking technology also greatly reduces the disturbance to the surrounding strata, reduces the impact on adjacent buildings, and improves the construction safety.

[0031] In some embodiments, the operation of tensioning the cable in step (3) needs to be completed uniformly after all the steel - plate diaphragm walls are installed.

[0032] By adopting the above scheme, the tensioning operation is designed to be carried out uniformly after the installation of all steel plate underground continuous walls is completed, ensuring the synchronization and balance of the force of the entire system; this unified tensioning method avoids the uneven deformation or displacement of the wall that may be caused by local pre-tensioning, and ensures the geometric accuracy of the entire wall system; unified tensioning also simplifies quality control during construction, facilitates monitoring and recording of tensioning force and corresponding deformation, and provides a reliable basis for quality evaluation; the design of this tensioning sequence fully considers the overall working state of the system, so that each component can work under the designed prestressing level and maximize the material performance.

[0033] In some embodiments, in case a of step (4), a rake-suction troughing machine is required to excavate the soil inside the steel plate underground continuous wall, and the rake-suction troughing machine includes a mud suction pipe, a support mechanism, a high-pressure water flushing mechanism, a soil crushing mechanism, and a wall brush; the mud suction pipe is connected to the support mechanism; the support mechanism includes a flange ring, a connecting box, and a movable cover connected in sequence from top to bottom, and the flange ring is used to connect the mud suction pipe and the connecting box; the high-pressure water flushing mechanism includes a water pipe, a high-pressure water tank, a high-pressure water spraying pipe, and a water jet, the water pipe is connected to the high-pressure water tank, the high-pressure water tank is fixedly installed above the movable cover and arranged on the outer wall of the connecting box in the length direction, the high-pressure water spraying box is connected to the high-pressure water tank and arranged on the outer wall of the movable cover in the length direction, and the water jet is arranged on the outer wall of the movable cover in the width direction;

[0034] The soil crushing mechanism includes a motor, a transmission box, a spiral hinge tooth, and a rake tooth; the motor is arranged above the movable cover and on the outer wall of the connecting box in the width direction, the transmission box passes through the outer wall of the movable cover in the width direction, and one end of the transmission box extends out of the movable cover and is connected to the motor, and one end of the transmission box placed in the movable cover is connected to the spiral hinge tooth; an opening is provided at the lower end of the movable cover, the spiral hinge tooth is arranged in the movable cover, and part of it can extend out of the opening of the movable cover; the spiral hinge tooth includes a rotating shaft, a spiral steel knife, and a wire brush; the spiral steel knife is spirally welded to the rotating shaft; the wire brush is arranged on the rotating shaft, and the wire brush is arranged on the rotating shaft between the gaps of the spiral steel knife; the rake teeth are arranged on both sides of the length direction of the movable cover; the wall brushes are arranged on both sides of the width direction of the movable cover.

[0035] Specifically, high-pressure water spray nozzles are arranged on both sides in the length direction of the movable cover, and water injection ports are arranged on both sides in the width direction; the high-pressure water spray nozzles can effectively cut soft soil and provide water source for slurry making; the water injection ports can disperse the soil mass that is difficult to be processed by the soil crushing mechanism at the edge of the wall, realizing effective excavation of the soil layer inside the retaining wall structure; the soil crushing mechanism combines spiral hinge teeth and rake teeth, where the rake teeth initially cut the oncoming soil mass, and the spiral hinge teeth further break the soil mass, turning the wet soil mass into slurry so that the mud suction pipe can suck out and discharge the slurry, realizing effective excavation of the trench section; the spiral hinge teeth adopt a design with spiral steel knives and wire brushes arranged at intervals, which can improve the pump suction efficiency of sandy soil.

[0036] With the above scheme, the use of the trailing suction hopper dredger is to excavate the internal soil mass on the premise of ensuring that box-shaped structures such as the steel sheet diaphragm wall are not damaged; in the trailing suction hopper dredger, the high-pressure water and the hinge teeth work together to make the soil layer into slurry and then suck out the slurry through the mud suction pipe. This method causes little damage to the steel sheet structure and can effectively excavate the soil layer inside similar box-shaped structures; the spiral hinge teeth adopt a design with spiral steel knives and wire brushes arranged at intervals, which can improve the pump suction efficiency of sandy soil.

[0037] In some embodiments, the connection box and the movable cover are connected by a mechanical connection method and form a cavity inside; and, the top opening of the connection box is circular and is connected to the mud suction pipe; the bottom opening of the connection box is rectangular and is connected to the movable cover; and, at the connection between the flange ring and the connection box, and at the connection between the connection box and the movable cover, sealing rings are arranged.

[0038] With the above scheme, the top opening of the connection box is circular and the bottom opening is rectangular, which can improve the effective range of pump suction, thereby increasing the pump suction efficiency of the slurry.

[0039] In some embodiments, the number of the water delivery pipes and the high-pressure water tanks is two, and the two water delivery pipes are respectively connected to the two high-pressure water tanks; the two high-pressure water tanks are symmetrically arranged on both sides in the length direction of the connection box; water injection ports are arranged on both sides in the width direction of the movable cover; the number of the motors is two, which are symmetrically arranged on both sides in the width direction of the connection box, and both ends of the transmission box penetrate through both sides in the width direction of the movable cover and are connected to the two motors; and, the bottom end of the transmission box is connected with the spiral hinge teeth.

[0040] In some embodiments, the motor is a waterproof motor, and, the motor is configured with a forward and reverse control circuit; the rake teeth realize up and down telescopic movement through a hydraulic rod.

[0041] In some embodiments, when the rake-suction slotting machine excavates the soil layer in the underground continuous wall box, the rake-suction slotting machine is first arranged at one end of the slot section to be excavated, and the high-pressure water flushing mechanism and the spiral hinge teeth are started to crush the moist hard soil to form mud; then the mud pump is turned on to suck out the prepared mud through the mud suction pipe; the rake-suction slotting machine is controlled to move in the excavated slot section, and the excavation depth is gradually deepened until the designed elevation is reached; when the rake-suction slotting machine moves to the end of the slot section, the motor rotates in the opposite direction to control the rake-suction slotting machine to move back, thereby realizing the reciprocating motion of the rake-suction slotting machine in the slot section; the rake teeth that deviate from the direction of movement are controlled to retract upward.

[0042] By adopting the above scheme, the motor is equipped with a forward and reverse control circuit, which can control the free extension and retraction of the rake teeth, so that the rake suction slotting machine can achieve reciprocating motion without the need for overall rotation, thereby improving its flexibility and thus improving construction efficiency; the rake teeth on one side can be retracted when not needed, thereby improving the efficiency of the mud suction pipe in extracting mud

[0043] In some embodiments, the soil solidification treatment method of situation b in the step mainly includes deep mixing method, high-pressure rotary jet grouting method and grouting method, which can be selected according to the actual soil conditions, construction environment and design stiffness requirements of the construction site; among them, the deep mixing method is suitable for geological conditions such as silt, silty soil, silty soil and clay with high water content, but is not suitable for hard plastic and hard clay, and strata containing large obstacles; the high-pressure grouting method is suitable for clay, silty soil, sandy soil and silty soil. In case of large-size gravel, it is necessary to adjust the rotary jet process parameters. In case of organic soil, it is necessary to cooperate with field tests and indoor geotechnical tests to verify the solidification effect; the grouting method can be divided into infiltration grouting, splitting grouting and high-pressure grouting processes. The infiltration grouting is suitable for medium-coarse sand and gravel layers, the splitting grouting is suitable for low-permeability clay and silty sand layers, and the compaction grouting is suitable for loose fill or artificially disturbed soil.

[0044] By adopting the above scheme, the soil solidification treatment method improves the working condition of not excavating the soil inside the steel plate underground continuous wall, and provides a variety of methods for reinforcing the internal soil.

[0045] Beneficial effects of the present invention:

[0046] Traditional underground continuous walls are usually cast as a whole or spliced in sections, while this solution adopts the alternating arrangement of "anchor piles + continuous walls", and the brackets are inserted into the slots of the anchor piles to form a rigid connection, which improves the overall stability; the cable runs through the entire structure, and the upper and lower structures are closely fitted by tensioning prestress to enhance the integrity;

[0047] Traditional anchor piles usually use fixed anchor rods or manual installation. In this solution, the cable drives the rack collar → drives the double gear → pushes the anchor rod to expand and contract, enabling anchoring to be completed with surface operation without the need for workers to enter the ground for construction, which is highly safe and efficient. The uniqueness of the cable-driven double gear in this solution, combined with the rack collar and wedge block to form a linkage locking mechanism, achieves the effect of "one pull, multiple anchors". Moreover, the cable runs through the anchor pile and the steel sheet pile diaphragm wall underground, and simultaneously drives the expansion and contraction of the anchor rod and provides prestress.

[0048] Traditional diaphragm walls require excavation of trench segments and use of slurry for shaft wall protection. In this solution, the static pile pressing + sinking method is adopted, with the reaction frame providing support, and the cable tensioning drives the diaphragm wall to sink, completely avoiding excavation and slurry pollution.

[0049] The hollow design in the middle of the reaction frame makes the stress more uniform, avoiding local damage, and can be reused, reducing costs.

[0050] First install the lower-layer anchor piles and diaphragm walls, then splice the upper-layer structure, and finally uniformly tension the cables to apply prestress to ensure the overall stiffness.

[0051] (III) Beneficial effects

[0052] Compared with the prior art, the present invention designs a steel sheet pile diaphragm wall and its construction method.

[0053] (1) The present invention applies the sinking method to the construction of the steel sheet pile diaphragm wall, overcoming the disadvantage of the traditional diaphragm wall construction process that the wall can only be constructed after excavating the trench segment. This process not only reduces the use of slurry required for trench excavation, lowers the cost of slurry treatment, reduces environmental pollution, but also greatly improves the construction efficiency and safety reliability of the steel sheet pile diaphragm wall.

[0054] (2) The present invention adopts a combined steel sheet pile diaphragm wall. A single sheet of the steel sheet pile diaphragm wall is composed of multiple units spliced up and down, which can reduce the length of the diaphragm wall box structure, effectively reduce the handling difficulty, avoid the situation that it is difficult to hoist the wall due to the narrow construction area, and improve the construction convenience.

[0055] (3) The present invention uses the anchor pile as a positioning pile. First, construct the anchor pile, and then construct the wall structure to ensure the construction accuracy. Among them, the cable structure can provide reaction force for the installation of the wall structure, eliminating the need to install reaction anchors, simplifying the construction process, and improving the utilization efficiency of the device.

[0056] (4) In the anchor pile of the present invention, a retractable anchor rod structure is arranged. When the cable is tensioned, after the anchor rod extends, the anchoring force of the anchor pile is increased. This structure is easy to operate and can be completed on the surface without workers entering the ground for operation, ensuring construction safety.

[0057] (5) The present invention uses a reaction frame, a through-hole jack, and an anchor rod combined structure to complete the pressing and sinking of the wall structure. The application of the reaction frame can evenly distribute the reaction force provided by the through-hole jack on the top of the wall structure, reducing damage to the wall structure.

[0058] (6) In the diaphragm wall box structure of the present invention, the corbel is relied on to connect with the anchor pile. At the same time, after the wall is installed, the cable is tensioned to make the upper and lower two-layer structures more compact, improving the integrity of the steel plate diaphragm wall.

[0059] (7) The present invention adopts a special reaction frame structure with a hollow middle part, which can transfer the force to the steel plate diaphragm wall more evenly. At the same time, it can be recycled and reused, saving economic costs.

[0060] (8) The trailing suction cutterhead dredger in the present invention adopts the hydraulic slurry making technology and is equipped with spiral hinge teeth and rake teeth, which can break the soil body into slurry and suck it out, thus realizing the effective excavation of the trench section. This device has relatively low requirements for the technical level of personnel and can realize continuous operation, providing an effective and feasible mechanical device for the trench construction in the steel plate diaphragm wall.

[0061] (9) The soil crushing mechanism of the trailing suction cutterhead dredger in the present invention combines spiral hinge teeth and rake teeth. Among them, the rake teeth conduct preliminary cutting on the oncoming soil body, and the spiral hinge teeth further break the soil body, turning the wet soil body into slurry so that the mud suction pipe can suck out and discharge the slurry, realizing the effective excavation of the trench section. At the same time, the arrangement of the wall brushes on the outer wall of the movable hood can effectively reduce the damage to the steel plate diaphragm wall during the excavation process.

[0062] (10) High-pressure water jets are arranged on both sides in the length direction of the movable hood of the trailing suction cutterhead dredger in the present invention, and water injection ports are arranged on both sides in the width direction. The high-pressure water jets can effectively cut the soft soil and provide water source for slurry making. The water injection ports can wash away the soil body at the edge of the wall that is difficult to be processed by the soil crushing mechanism, realizing the effective excavation of the soil layer in the retaining wall structure.

[0063] (11) The motor of the trailing suction cutterhead dredger in the present invention is configured with a forward and reverse control circuit, which can control the free expansion and contraction of the rake teeth. This enables the trailing suction cutterhead dredger to realize reciprocating motion without the need for overall rotation, improving its flexibility and thus the construction efficiency.

[0064] (12) The soil body inside the steel plate diaphragm wall in the present invention can adopt excavation and non-excavation treatment methods according to the design requirements, providing more optional schemes for the construction of the steel plate diaphragm wall. According to the different soil conditions, the optimal choice can be made to make the construction more flexible, thus expanding its application range.

[0065] (13) After the soil inside the steel sheet pile diaphragm wall in the present invention is excavated and then concrete is poured inside, it meets the design requirements of high stiffness of the diaphragm wall and is applicable to soft soil layers such as silt, silty clay, and loose sand layers;

[0066] (14) When the soil inside the steel sheet pile diaphragm wall in the present invention is solidified without excavation, the process of transporting muck out is greatly reduced, and the cost of treating muck is eliminated; especially when the soil geology is good and the design stiffness requirement is not high, this treatment method can be used to reduce the construction cost and save construction time;

[0067] (15) The soil solidification treatment method in the present invention includes the deep mixing method, the high-pressure jet grouting method, and the grouting method. Among them, the deep mixing method is applicable to geological conditions such as silt, silty clay, silt, and cohesive soil with high water content, and the strength distribution of the formed reinforced soil layer is uniform; the high-pressure jet grouting method is applicable to cohesive soil, silt, sand, and silty clay, and the diameter of the formed reinforced soil can be adjusted, and the shape of the reinforced soil layer can be controlled; the grouting method has a variety of grouting processes, has wide adaptability, and at the same time the type of grouting slurry is flexible, such as cement slurry, chemical slurry, ultra-fine cement, etc., which can be selected according to engineering needs. BRIEF DESCRIPTION OF THE DRAWINGS

[0068] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0069] Figure 1 It is a sectional view of the steel sheet pile diaphragm wall of the present invention;

[0070] Figure 2 It is a top view of the steel sheet pile diaphragm wall of the present invention;

[0071] Figure 3 It is a top view of the anchor pile of the present invention;

[0072] Figure 4 It is the anchor pile located in the upper layer of the present invention at Figure 3 sectional view at A-A in;

[0073] Figure 5 It is the anchor pile located in the upper layer of the present invention at Figure 3 sectional view at B-B in;

[0074] Figure 6 It is the anchor pile located in the lower layer of the present invention at Figure 3 sectional view at A-A in;

[0075] Figure 7The sectional view of the lower-layer anchor pile of the present invention at Figure 3 section B-B in

[0076] Figure 8 The schematic structural view of the anchor pile of the present invention extending the anchor rod;

[0077] Figure 9 The sectional view of the steel sheet diaphragm wall of the present invention;

[0078] Figure 10 The top view of the steel sheet diaphragm wall of the present invention;

[0079] Figure 11 The top view of the reaction frame of the present invention;

[0080] Figure 12 The detailed view of the telescopic structure of the anchor rod of the present invention;

[0081] Figure 13 The front view of the trailing suction grooving machine of the present invention;

[0082] Figure 14 The side view of the trailing suction grooving machine of the present invention;

[0083] Figure 15 is Figure 13 the sectional view at C-C in

[0084] Figure 16 The front view of the spiral hinge teeth in the trailing suction grooving machine;

[0085] Figure 17 The schematic view of the trailing suction grooving machine of the present invention excavating the soil inside the steel sheet diaphragm wall;

[0086] Figure 18 The schematic view of installing the lower-layer anchor pile of the present invention;

[0087] Figure 19 The schematic view of installing the upper-layer anchor pile of the present invention;

[0088] Figure 20 The schematic view of installing the lower-layer steel sheet diaphragm wall of the present invention;

[0089] Figure 21 The schematic view of installing the upper-layer steel sheet diaphragm wall of the present invention;

[0090] Figure 22 The schematic view of the step of tensioning the cable of the present invention;

[0091] Figure 23 The schematic view of pouring concrete into the wall body of the steel sheet diaphragm wall of the present invention.

[0092] The names of the components corresponding to the reference numerals in the figures are: 1. anchor pile; 1-1. anchor pile box; 1-1a. rectangular hole; 1-2. cable; 1-3. rack ring; 1-4. wedge block; 1-5. limit plate; 1-6. rotating shaft; 1-7. double gear; 1-7a. large gear; 1-7b. small gear rack; 1-8. anchor rod; 1-8a. straight tooth part; 1-9. slot; 2. steel plate underground continuous wall; 2-1. underground continuous wall box; 2-2. bracket; 2-2a. wedge guide groove; 3. Reaction frame; 3-1. Holes; 3-2. Crossbar; 4. Mud suction pipe; 5. Support mechanism; 5-1. Flange ring; 5-2. Connection box; 5-3. Movable cover; 6. High-pressure flushing mechanism; 6-1. Water pipe; 6-2. High-pressure water tank; 6-3. High-pressure water pipe; 6-4. Water jet; 7. Soil crushing mechanism; 7-1. Waterproof motor; 7-2. Transmission box; 7-3. Spiral reamer teeth; 7-3a. Rotating shaft; 7-3b. Spiral steel knife; 7-3c. Wire brush; 7-4. Rake teeth; 8. Wall brush. DETAILED DESCRIPTION

[0093] The specific implementation of the present invention is further described in detail below in conjunction with the accompanying drawings and examples. The following examples are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

[0094] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0095] The following describes the implementation methods of the present application through specific examples, and those skilled in the art can easily understand other advantages and effects of the present application from the contents disclosed in this specification. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. The present application can also be implemented or applied through other different specific implementation methods, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present application. It should be noted that, in the absence of conflict, the following embodiments and the features in the embodiments can be combined with each other. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in the field without making creative work belong to the scope of protection of the present application.

[0096] It should be noted that the following describes various aspects of embodiments within the scope of the appended claims. It will be apparent that the aspects described herein can be embodied in a wide variety of forms, and any specific structure and / or function described herein is illustrative only. Based on this application, those skilled in the art should understand that one aspect described herein can be implemented independently of any other aspect, and two or more of these aspects can be combined in various ways. For example, any number and aspects set forth herein can be used to implement a device and / or practice a method. Additionally, this device can be implemented and this method can be practiced using other structures and / or functionality in addition to one or more of the aspects set forth herein.

[0097] It should also be noted that the diagrams provided in the following embodiments only schematically illustrate the basic concept of this application. Only the components related to this application are shown in the diagrams, rather than being drawn according to the number, shape, and size of the components in actual implementation. The type, quantity, and ratio of each component in actual implementation can be arbitrarily changed, and the component layout type may also be more complex.

[0098] In addition, in the following description, specific details are provided to facilitate a thorough understanding of the examples. However, those skilled in the art will understand that the examples can be practiced without these specific details.

[0099] The following describes the technical solutions provided by each embodiment of this application in conjunction with the accompanying drawings.

[0100] As Figures 1 - 23 shown, the present invention provides a steel sheet pile diaphragm wall, including an anchor pile 1 and a steel sheet pile diaphragm wall 2; the anchor pile 1 includes an anchor pile box body 1-1, a cable 1-2, a rack collar 1-3, a wedge block 1-4, a limit plate 1-5, a rotating shaft 1-6, a double gear 1-7, and an anchor rod 1-8; the anchor pile 1 has an upper and a lower layer structure, and a cable 1-2 is arranged longitudinally through the center; a rack collar 1-3 is fixedly connected to the cable 1-2 at intervals; the bottom of the cable 1-2 is fixedly connected to a wedge block 1-4; the bottom end of the anchor pile 1 in the lower layer is fixed with a limit plate 1-5; two rotating shafts 1-6 are fixedly arranged at intervals on the long side inside the anchor pile 1, and the two rotating shafts 1-6 are respectively arranged on both sides of the cable 1-2. A double gear 1-7 is arranged on each rotating shaft 1-6. The large gear 1-7a of the double gear 1-7 is in contact with the rack collar 1-3, and the upper side of the small gear rack 1-7b of the double gear 1-7 is in contact with the anchor rod 1-8; a slot 1-9 is opened at the upper end of the anchor pile 1 in the upper layer, and the slot 1-9 is relatively arranged in the middle position between the two rotating shafts 1-6;

[0101] The steel sheet diaphragm wall 2 is spliced by two diaphragm wall boxes 2-1 arranged in upper and lower layers; the diaphragm wall box 2-1 is a steel cylinder structure with a rectangular cross-section formed by enclosing four steel sheets; a corbel 2-2 is fixed on the short side of the diaphragm wall box 2-1 located in the upper layer, and the corbel 2-2 can be inserted into the anchor pile 1 through the slot 1-9, and the cable 1-2 is threaded through the corbel 2-2; moreover, when installing the diaphragm wall box 2-1, a reaction frame 3 needs to be erected on the diaphragm wall box 2-1. With the above scheme, the construction of the steel sheet diaphragm wall is realized, completely changing the traditional technical route of the steel sheet diaphragm wall, significantly reducing the disturbance of the construction to the surrounding environment, and is particularly suitable for construction in urban dense areas; the design of the multi-layer structure of the steel sheet diaphragm wall 2 solves the deep construction problem and can meet the requirements of underground walls at different depths; the ingenious combination of the cable 1-2 and the rack collar 1-3 realizes the dual functions of force transmission and precise positioning, improving the construction accuracy; the meshing mechanism of the double gear 1-7 and the rack collar 1-3 creates an intelligent mechanical transmission system, ensuring the uniformity and controllability of the extension of the anchor rod 1-8; the connection method of the corbel 2-2 and the slot 1-9 innovatively solves the connection problem between the underground wall and the anchor pile 1, forming a structurally strong system; the ingenious design of the reaction frame 3 solves the problem of force balance during the construction process and provides the necessary supporting force for the system installation.

[0102] In some embodiments, the main bodies of the anchor pile 1 and the steel sheet diaphragm wall 2 are made of steel, and the grade of the steel is mainly determined by the design stiffness, the groundwater and the corrosivity of the soil at the site; the number of the anchor pile boxes 1-1 in the anchor pile 1 and the diaphragm wall boxes 2-1 arranged vertically in a single sheet of the steel sheet diaphragm wall 2 is determined according to the design requirements. The rotating shaft 1-6 is fixed on the long side of the anchor pile 1; a limiting groove is arranged on the side of the anchor pile 1, and a limiting groove is arranged on the side of the steel sheet diaphragm wall 2, and the two can be spliced with each other; a steel sheet diaphragm wall 2 is arranged between every two anchor piles 1 on the left and right sides. With the above scheme, the arrangement method of fixing the rotating shaft 1-6 on the long side of the anchor pile 1 optimizes the force transmission path and enhances the resistance of the structure under lateral loads; the carefully designed limiting grooves on the anchor pile 1 and the steel sheet diaphragm wall 2 form a connection method similar to the "mortise and tenon structure", which not only ensures the precise alignment during the assembly process, but also provides additional shear resistance; the alternating arrangement of the steel sheet diaphragm wall 2 and the anchor pile 1 creates a new structural system, which not only ensures the overall continuity, but also makes the components form an interlocking support, improving the anti-deformation ability and integrity of the whole system.

[0103] In some embodiments, a rectangular hole 1-1a for the anchor rod 1-8 to pass through is formed in the anchor pile box body 1-1 to achieve the telescopic movement of the anchor rod 1-8; and, the length of the rack collar 1-3 is equal to the length between the wedge block 1-4 and the limit plate 1-5 to ensure the telescopic movement of the anchor rod 1-8. Specifically, when the cable 1-2 is driven to move upward and drives the rack collar 1-3 to move upward synchronously, since the rack collar 1-3 meshes with and drives the large gear 1-7a of the double gear 1-7, the double gear 1-7 will be driven. Also, since the upper side of the small rack 1-7b of the double gear 1-7 meshes with and drives the anchor rod 1-8, the anchor rod 1-8 will be driven to perform telescopic movement. A gear portion that meshes with and drives the large gear 1-7a of the double gear 1-7 is arranged in the length direction of the rack collar 1-3. Then, the telescopic stroke of the entire anchor rod 1-8 is limited by the length of the rack collar 1-3. Furthermore, by making the length of the rack collar 1-3 equal to the length between the wedge block 1-4 and the limit plate 1-5, it can be ensured that during the telescopic movement of the anchor rod 1-8 and the upward movement of the wedge block 1-4 and the cable 1-2, no interference will occur, so as to ensure the telescopic movement of the anchor rod 1-8; at the same time, after the cable 1-2 moves upward and the wedge block 1-4 is engaged with the limit block, the anchor rod 1-8 has extended to a sufficient length. With the above solution, the design of the rectangular hole 1-1a cleverly solves the guiding problem of the telescopic movement of the anchor rod 1-8, avoiding deflection or jamming of the anchor rod 1-8 during the extension process; the precise matching of the length of the rack collar 1-3 and the distance between the wedge block 1-4 and the limit plate 1-5 provides precise stroke control for the extension of the anchor rod 1-8, ensuring that each anchor rod 1-8 can reach the optimal working position designed; this structural design ensures that under various soil conditions, the anchor rods 1-8 can maintain consistent extension performance, improving the adaptability and reliability of the system under different geological conditions; the design of the telescopic mechanism also takes into account the possible adjustment requirements in the later stage of construction, providing the possibility of later adjustment for the system.

[0104] In some embodiments, the corbels 2-2 on both sides of the diaphragm wall unit are arranged in an upper and lower manner; moreover, a wedge-shaped guide groove 2-2a is machined at the upper end of the upper corbel 2-2. With the above solution, the design of arranging the corbels 2-2 in an upper and lower manner forms an upper and lower "clamping" effect, significantly enhancing the connection stability and effectively preventing connection loosening under lateral loads; the design of the wedge-shaped guide groove 2-2a at the upper end of the upper corbel 2-2 is used to assemble another wedge block 1-4 on the cable 1-2 after the cable 1-2 is tensioned. Through the cooperation of this wedge block 1-4 and the wedge-shaped guide groove 2-2a at the upper end of the corbel 2-2, the cable 1-2 is fixed on the corbel 2-2 to achieve the fixed installation between the cable 1-2 and the steel plate diaphragm wall 2; this arrangement method of the corbels 2-2 also considers the construction convenience, making the on-site assembly simpler and more feasible, reducing the construction difficulty; at the same time, this design also considers the possibility of later maintenance, facilitating inspection and repair and replacement when necessary.

[0105] In some embodiments, through holes for the cable 1-2 to pass through are provided on the corbel 2-2 and the limit plate 1-5; the strength of the corbel 2-2 and the limit plate 1-5 needs to meet the requirement of not being damaged under the action of the ultimate tensile force of the cable 1-2. With the above solution, the carefully designed through holes on the corbel 2-2 and the limit plate 1-5 not only provide a routing path for the cable 1-2, but also optimize the stress state of the cable 1-2 through their specific shapes and sizes, reducing the stress concentration caused by the bending of the cable 1-2; the clear stipulation of the strength requirement ensures the safety of the system under extreme working conditions and prevents the overall collapse of the system due to the failure of local components; this design considers the possible relaxation and aging problems of the cable 1-2 during long-term use, providing guarantee for the long-term stability of the system; the through hole design also facilitates the threading and adjustment of the cable 1-2 during the construction process, improving the construction efficiency and quality control.

[0106] In some embodiments, holes 3-1 for the cable 1-2 to pass through are provided on both sides of the reaction frame 3, and the holes 3-1 penetrate through the reaction frame 3; moreover, a cross bar 3-2 is centrally arranged on the long side of the reaction frame 3 to enhance the strength of the reaction frame 3. With the above solution, the design of the cable 1-2 passing through the holes 3-1 on the reaction frame 3 solves the problem of force transmission during the tensioning process of the cable 1-2, creating a closed force transmission system and ensuring the effective application of the tensile force; the design of the holes 3-1 penetrating through the entire reaction frame 3 not only facilitates the threading of the cable 1-2, but also balances the acting force of the cable 1-2 tensioning on the reaction frame 3, avoiding local deformation; the centrally arranged cross bar 3-2 on the long side innovatively improves the stress state of the reaction frame 3, providing a more uniform force distribution and significantly improving the bearing capacity and stiffness of the reaction frame 3; this design of the reaction frame 3 also considers the convenience of on-site hoisting and disassembly, can be reused, and reduces the project cost.

[0107] The solution adopted by the present invention to solve the above technical problems is a construction method for a steel plate diaphragm wall, including the following steps:

[0108] Step (1): Hoist one of the anchor piles 1 to a preset construction area and install the anchor pile 1 using a static pile press; when the top of the anchor pile 1 approaches the ground surface, connect it to another anchor pile 1 to form an anchor pile 1 with an upper and lower layer structure; pass the cable 1-2 through the anchor piles 1 with the upper and lower layer structure, and finally complete the construction of the anchor pile 1 using a static pile press;

[0109] Step (2): After every two anchor piles 1 are installed, construct the diaphragm wall box body 2-1 through the sinking technology, and install the diaphragm wall box body 2-1 in the construction sequence from the bottom layer to the upper layer. When the top surface of the diaphragm wall box body 2-1 is close to the ground surface, splice the next diaphragm wall box body 2-1. After the bottom layer diaphragm wall box body 2-1 is sunk to the design elevation, a steel plate diaphragm wall 2 with an upper and lower multi-layer structure is formed;

[0110] Step (3): After the installation of the anchor pile 1 and its adjacent steel plate diaphragm wall 2 is completed, tension the cable 1-2 of the anchor pile 1. After tensioning, assemble another wedge block 1-4 on the cable 1-2, and fix the cable 1-2 on the bracket 2-2 through the cooperation of the wedge block 1-4 and the wedge-shaped guide groove 2-2a at the upper end of the bracket 2-2; thereby tightly connecting the anchor pile 1 and its adjacent steel plate diaphragm wall 2 left and right, and at the same time realizing the vertical connection and fixation of multiple groups of diaphragm wall box bodies 2-1 in a single panel.

[0111] Step (4): According to the design requirements, treat the soil inside the steel plate diaphragm wall (2); there are two cases for the treatment;

[0112] Specifically, it is divided into case a: when the designed stiffness of the diaphragm wall is large, a trailing suction hopper dredger can be used to excavate the soil inside the diaphragm wall box body and then pour concrete of the designed grade;

[0113] Case b: On the contrary, a non-excavation technology for directly solidifying the soil inside the steel plate diaphragm wall can be adopted.

[0114] Adopting the above - mentioned scheme, using a static pile press for the construction of the anchor pile 1 completely solves the noise and vibration problems brought by traditional pile driving, and is especially suitable for construction in environmentally sensitive areas and around existing buildings; the method of segmentally installing the anchor pile 1 breaks through the limitation of the conventional construction depth, can be extended to deeper levels according to engineering needs, and meets the requirements of different projects; the design of the cable 1 - 2 running through the whole system realizes the effective connection and overall operation of the upper and lower structures, forming a complete mechanical system; the application of the pressing - sinking technology avoids a large amount of earth excavation in the construction of traditional diaphragm walls, significantly reduces the construction volume and environmental impact; the design of the segmentally spliced diaphragm wall box body 2 - 1 solves the technical problems of deep construction and can adjust the wall depth according to actual needs; the tensioning and fixing design forms a prestressed structure, improving the flexural capacity and overall stability of the wall; the design of carrying out the tensioning operation uniformly after all the diaphragm wall box bodies are installed ensures the synchronism and balance of the force of the whole system; uniform tensioning also simplifies the quality control in the construction process, facilitating the monitoring and recording of the tension force and the corresponding deformation, providing a reliable basis for quality assessment; the selective concrete pouring in the final stage provides a flexible solution for different engineering needs and can be adjusted according to the actual situation.

[0115] In some embodiments, the pressing - sinking technology in step (2) is specifically as follows: a reaction frame 3 is erected on the upper part of the diaphragm wall box body 2 - 1. First, the cable 1 - 2 is tensioned by a through - hole jack, driving the cable 1 - 2 to stretch upward to drive the double - joint gear 1 - 7 to rotate, and then driving the anchor rod 1 - 8 to extend and insert into the soil layer; then continue to tension the cable 1 - 2, and drive the diaphragm wall box body 2 - 1 to sink through the force transmission of the reaction frame 3. Adopting the above - mentioned scheme, the application of the through - hole jack tensioning system is an innovative use of traditional construction equipment, realizing precise and controllable force application, ensuring the smoothness and safety of the construction process; the mechanism of driving the double - joint gear 1 - 7 to rotate by tensioning the cable 1 - 2 and then controlling the extension of the anchor rod 1 - 8 forms an intelligent "anchor first and then sink" construction sequence, completely changing the traditional construction idea; the design of the anchor rod 1 - 8 extending and inserting into the soil layer greatly enhances the lateral stability of the steel - plate diaphragm wall, solving the problems of inclination or deformation that may occur in the construction of traditional diaphragm walls; the method of driving the diaphragm wall box body 2 - 1 to sink through the force transmission of the reaction frame 3 creates a uniform and controllable sinking process, ensuring the verticality and position accuracy of the wall; this pressing - sinking technology also greatly reduces the disturbance to the surrounding strata, reduces the impact on adjacent buildings, and improves the construction safety.

[0116] In some embodiments, the rake suction troughing machine in step (4) includes a mud suction pipe 4, a support mechanism 5, a high-pressure water flushing mechanism 6, a soil crushing mechanism 7, and a wall brush 8; the mud suction pipe 4 is connected to the support mechanism 5; the support mechanism includes a flange ring 5-1, a connecting box 5-2, and a movable cover 5-3 connected in sequence from top to bottom, the flange ring 5-1 is used to connect the mud suction pipe 4 and the connecting box 5-2; the high-pressure water flushing mechanism 6 includes a water pipe 6-1, a high-pressure water tank 6-2, a high-pressure water spray pipe 6-3, and a water jet 6-4, the water pipe 6-1 and the high-pressure The soil crushing mechanism 7 comprises a motor 7-1, a transmission box 7-2, a spiral hinge tooth 7-3, and a rake tooth 7-4; the motor is arranged above the movable cover 5-3 and arranged on the outer wall of the connecting box 5-2 in the length direction; the high-pressure water spraying box is connected to the high-pressure water tank 6-2 and arranged on the outer wall of the movable cover 5-3 in the length direction; the water jet port 6-4 is arranged on the outer wall of the movable cover 5-3 in the width direction; the soil crushing mechanism 7 comprises a motor 7-1, a transmission box 7-2, a spiral hinge tooth 7-3, and a rake tooth 7-4; the motor is arranged above the movable cover 5-3 and arranged in the connecting box 5 -2 is on the outer wall in the width direction, the transmission box 7-2 penetrates the outer wall in the width direction of the movable cover 5-3, and one end of the transmission box 7-2 extends out of the movable cover 5-3 and is connected to the motor 7-1, and one end of the transmission box 7-2 is placed in the movable cover 5-3 and is connected to the spiral hinge tooth 7-3; the lower end of the movable cover 5-3 is provided with an opening, the spiral hinge tooth 7-3 is arranged in the movable cover 5-3, and part of it can extend out of the opening of the movable cover 5-3; the spiral hinge tooth 7-3 includes a rotating shaft 7-3a, a spiral steel knife 7-3b, and a steel wire The brush 7-3c is arranged on the rotating shaft 7-3a in a spiral annular direction; the wire brush 7-3c is arranged on the rotating shaft 7-3a, and the wire brush 7-3c is arranged on the rotating shaft 7-3a between the gaps of the spiral steel blade 7-3b; the rake teeth 7-4 are arranged on both sides of the length direction of the movable cover 5-3; the wall brush 8 is arranged on both sides of the width direction of the movable cover 5-3. The above scheme is adopted, and the use of the rake suction slotting machine is to ensure that the internal soil is excavated without destroying the box-shaped structure such as the underground continuous wall of the steel plate. In the rake suction slotting machine, high-pressure water and the rake teeth work together to make the soil layer into slurry and then suck out the slurry through the mud suction pipe. This method has little damage to the steel plate structure and can effectively excavate the soil layer in a similar box structure. The spiral rake teeth 7-3 adopt the design of the spiral steel blade 7-3b and the wire brush 7-3c arranged at intervals, which can improve the pumping efficiency of sand.

[0117] In some embodiments, the connection box 5-2 and the movable cover 5-3 are connected by mechanical connection, and a cavity is formed inside; and the top opening of the connection box 5-2 is circular and connected to the mud suction pipe 4; the bottom opening of the connection box 5-2 is rectangular and connected to the movable cover 5-3; and sealing rings are arranged at the connection between the flange ring 5-1 and the connection box 5-2, and at the connection between the connection box 5-2 and the movable cover 5-3. With the above scheme, the top opening of the connection box is circular and the bottom opening is rectangular, which can increase the effective range of pumping, thereby increasing the pumping efficiency of mud.

[0118] In some embodiments, when the rake-suction slotting machine excavates the soil layer in the underground continuous wall box 2-1, the rake-suction slotting machine is first arranged at one end of the slot section to be excavated, and the high-pressure water spraying mechanism 6 and the spiral hinge teeth 7-3 are started to crush the wet hard soil to form mud; then the mud pump is turned on to suck out the prepared mud through the mud suction pipe 4; the rake-suction slotting machine is controlled to move in the excavated slot section, and the excavation depth is gradually deepened until the designed elevation is reached. When the rake-suction slotting machine moves to the end of the slot section, the motor 7-1 is reversed to control the rake-suction slotting machine to move back, so as to realize the reciprocating movement of the rake-suction slotting machine in the slot section; the rake teeth 7-4 that deviate from the movement direction are controlled to retract upward. By adopting the above scheme, the motor 7-1 is equipped with a forward and reverse control circuit, which can control the free extension and retraction of the rake teeth 7-4, so that the rake-suction troughing machine can achieve reciprocating motion without the need for overall rotation, thereby improving its flexibility and thus improving construction efficiency; the rake teeth 7-4 on one side can be retracted when not needed, thereby improving the efficiency of the mud suction pipe in extracting mud.

[0119] In some embodiments, the soil solidification treatment method of situation b in step (4) mainly includes deep mixing method, high-pressure rotary jet grouting method and grouting method, which can be selected according to the actual soil conditions of the construction site, the construction environment and the design stiffness requirements; among them, the deep mixing method is suitable for geological conditions such as silt, silty soil, silty soil and clay soil with high water content, but is not suitable for hard plastic and hard clay or strata containing large obstacles; the high-pressure grouting method is suitable for clay soil, silty soil, sandy soil and silty soil. In case of large-size gravel, it is necessary to adjust the rotary jet process parameters; in case of organic soil, it is necessary to cooperate with field tests and indoor geotechnical tests to verify the solidification effect; the grouting method can be divided into infiltration grouting, splitting grouting and high-pressure grouting processes. The infiltration grouting is suitable for medium-coarse sand and gravel layers, the splitting grouting is suitable for low-permeability clay or silty sand layers, and the compaction grouting is suitable for loose fill or artificially disturbed soil.

[0120] The same and similar parts between the various embodiments in this specification can be referenced to each other, and each embodiment focuses on the differences from other embodiments.

[0121] As described above, it is only the specific implementation manner of the present application, but the protection scope of the present application is not limited thereto. Any changes or substitutions that can be easily thought of by those skilled in the art within the technical scope disclosed in the present application should be covered within the protection scope of the present application. Therefore, the protection scope of the present application shall be subject to the protection scope of the claims.

Claims

1. A steel plate diaphragm wall, characterized in that: It includes anchor piles (1) and a steel sheet diaphragm wall (2); the anchor pile (1) includes an anchor pile box body (1-1), a cable (1-2), a rack collar (1-3), a wedge block (1-4), a limit plate (1-5), a rotating shaft (1-6), a double gear (1-7), and an anchor rod (1-8); The anchor pile (1) is a multi-layer structure arranged vertically, and a cable (1-2) is arranged longitudinally through the center; a rack collar (1-3) is fixedly connected to the cable (1-2) at intervals, and a wedge block (1-4) is fixedly connected to the bottom of the cable (1-2); a limit plate (1-5) is fixed to the bottom end of the anchor pile (1) at the bottom layer; two rotating shafts (1-6) are fixedly arranged at intervals on the long side inside of the anchor pile (1), the two rotating shafts (1-6) are respectively arranged on both sides of the cable (1-2), and a double gear (1-7) is arranged on each rotating shaft (1-6). The large gear (1-7a) of the double gear (1-7) is connected to the rack collar (1-3), and the upper side of the small gear rack (1-7b) of the double gear (1-7) is connected to the anchor rod (1-8); a slot (1-9) is opened at the upper end of the anchor pile (1) at the top layer, and the slot (1-9) is relatively arranged in the middle position between the two rotating shafts (1-6); The steel sheet diaphragm wall (2) is spliced by a plurality of diaphragm wall box bodies (2-1) arranged vertically; the diaphragm wall box body (2-1) is a steel cylinder structure with a rectangular cross-section formed by enclosing four steel sheets; a bracket (2-2) is fixed to the short side of the diaphragm wall box body (2-1) at the top layer, and the bracket (2-2) can be inserted into the anchor pile (1) through the slot (1-9), and the cable (1-2) is threaded through the bracket (2-2); Moreover, when installing the diaphragm wall box body (2-1), a reaction frame (3) needs to be erected on the diaphragm wall box body (2-1).

2. The steel sheet pile diaphragm wall according to claim 1, wherein: The main bodies of the anchor pile (1) and the steel sheet diaphragm wall (2) are made of steel; A limit groove is provided on the side of the anchor pile (1), and a limit groove is provided on the side of the steel sheet diaphragm wall (2), and the two can be spliced with each other; a steel sheet diaphragm wall (2) is arranged between every two adjacent anchor piles (1) on the left and right; The brackets (2-2) on both sides of the diaphragm wall box body (2-1) are arranged on the upper and lower sides; and, a wedge-shaped guide groove (2-2a) is machined at the upper end of the upper bracket (2-2); The bracket (2-2) and the limit plate (1-5) are provided with through holes for the cable (1-2) to pass through; the strength of the bracket (2-2) and the limit plate (1-5) needs to meet the requirement of not being damaged under the action of the ultimate tensile force of the cable (1-2).

3. The steel sheet pile diaphragm wall according to claim 1, wherein: A rectangular hole (1-1a) through which the anchor rod (1-8) passes is formed in the anchoring pile box body (1-1) to realize the telescopic movement of the anchor rod (1-8); moreover, the length of the rack collar (1-3) is equal to the length between the wedge block (1-4) and the limit plate (1-5) to ensure the telescopic movement of the anchor rod (1-8).

4. The steel sheet diaphragm wall according to claim 1, wherein: Holes (3-1) through which the cable (1-2) passes are arranged on both sides of the reaction frame (3), and the holes (3-1) penetrate through the reaction frame (3); and, a cross bar (3-2) is arranged in the middle of the long side of the reaction frame (3).

5. A construction method of a steel plate diaphragm wall as described in any one of the above claims 1-4, characterized in that: It includes the following steps: Step (1): Lift one of the anchoring piles (1) to the preset construction area and install the anchoring pile (1) by using a static pile press; when the top of the anchoring pile (1) is close to the ground surface, connect it with another anchoring pile (1) to form an anchoring pile (1) with an upper and lower layer structure; pass the cable (1-2) through the anchoring piles (1) with the upper and lower layer structure, and finally complete the construction of the anchoring pile (1) by using a static pile press; Step (2): After every two anchoring piles (1) are installed, construct the steel sheet diaphragm wall (2) by the sinking technology, install the diaphragm wall box body (2-1) in the construction sequence from the bottom layer to the top layer. When the top surface of the diaphragm wall box body (2-1) is close to the ground surface, splice the next diaphragm wall box body (2-1). After the bottom layer diaphragm wall box body (2-1) is sunk to the design elevation, a steel sheet diaphragm wall (2) with an upper and lower multi-layer structure is formed; Step (3): After the installation of the anchoring pile (1) and its adjacent steel sheet diaphragm wall (2) is completed, tension the cable (1-2) of the anchoring pile (1). After tensioning, assemble another wedge block (1-4) on the cable (1-2). Through the cooperation of the wedge block (1-4) and the wedge-shaped guide groove (2-2a) at the upper end of the corbel (2-2), fix the cable (1-2) on the corbel (2-2); thus, tightly connect the anchoring pile (1) and its adjacent steel sheet diaphragm wall (2) left and right, and at the same time realize the vertical connection and fixation of multiple groups of diaphragm wall box bodies (2-1) in a single panel; Step (4): According to the design requirements, treat the soil inside the steel sheet diaphragm wall (2); there are two cases for the treatment; Specifically, it is divided into case a: when the designed stiffness of the diaphragm wall is large, the soil inside the steel sheet diaphragm wall (2) can be excavated by using a trailing suction hopper dredger and then concrete with the designed grade is poured; Case b: On the contrary, a non-excavation technology for directly solidifying the soil inside the steel sheet diaphragm wall (2) can be adopted.

6. The construction method of the steel plate diaphragm wall according to claim 5, characterized in that: The sinking technology in the step (2) is specifically as follows: A reaction frame (3) is erected on the diaphragm wall box body (2-1). First, the cable (1-2) is tensioned by a through-hole jack, driving the cable (1-2) to stretch upward to drive the double gear (1-7) to rotate, and then driving the anchor rod (1-8) to extend and insert into the soil layer; then continue to tension the cable (1-2), and drive the diaphragm wall box body (2-1) to sink through the force transmission of the reaction frame (3).

7. The construction method of the steel plate diaphragm wall according to claim 5, characterized in that: In the case a of step (4), a rake suction trenching machine is used to excavate the soil inside the steel plate underground continuous wall (2); The rake-suction troughing machine comprises a mud suction pipe (4), a supporting mechanism (5), a high-pressure water flushing mechanism (6), a soil crushing mechanism (7), and a wall brush (8); The mud suction pipe (4) is connected to the support mechanism (5); The supporting mechanism (5) comprises a flange ring (5-1), a connection box (5-2), and a movable cover (5-3) which are connected in sequence from top to bottom, and the flange ring (5-1) is used to connect the mud suction pipe (4) and the connection box (5-2); The high-pressure flushing mechanism (6) comprises a water delivery pipe (6-1), a high-pressure water tank (6-2), a high-pressure water spray pipe (6-3), and a water ejection port (6-4); the water delivery pipe (6-1) is connected to the high-pressure water tank (6-2); the high-pressure water tank (6-2) is fixedly mounted above the movable cover (5-3) and arranged on the outer wall of the connecting box (5-2) in the length direction; the high-pressure water spray tank is connected to the high-pressure water tank (6-2) and arranged on the outer wall of the movable cover (5-3) in the length direction; and the water ejection port (6-4) is arranged on the outer wall of the movable cover (5-3) in the width direction; The soil crushing mechanism (7) comprises a motor (7-1), a transmission box (7-2), a spiral hinge tooth (7-3), and a rake tooth (7-4); the motor (7-1) is arranged above the movable cover (5-3) and on the outer wall of the connecting box (5-2) in the width direction; the transmission box (7-2) penetrates the outer wall of the movable cover (5-3) in the width direction; one end of the transmission box (7-2) extends out of the movable cover (5-3) and is connected to the motor (7-1); one end of the transmission box (7-2) placed in the movable cover (5-3) is connected to the spiral hinge tooth (7-3); the lower end of the movable cover (5-3) is provided with The spiral hinge tooth (7-3) is arranged in the movable cover (5-3) and can partially extend out of the opening of the movable cover (5-3); the spiral hinge tooth (7-3) comprises a rotating shaft (7-3a), a spiral steel knife (7-3b), and a wire brush (7-3c); the spiral steel knife (7-3b) is welded on the rotating shaft (7-3a) in a spiral annular manner; the wire brush (7-3c) is arranged on the rotating shaft (7-3a), and the wire brush (7-3c) is arranged on the rotating shaft (7-3a) in the gap between the spiral steel knife (7-3b); the rake teeth (7-4) are arranged on both sides of the movable cover (5-3) in the length direction; The wall brushes (8) can be arranged replaceably on both sides of the movable cover (5-3) in the width direction.

8. The construction method of the steel plate diaphragm wall according to claim 7, characterized in that: The connection box (5-2) and the movable cover (5-3) are connected by mechanical connection, and a cavity is formed inside; and the top opening of the connection box (5-2) is circular and connected to the mud suction pipe (4); the bottom opening of the connection box (5-2) is rectangular and connected to the movable cover (5-3); and sealing rings are arranged at the connection between the flange ring (5-1) and the connection box (5-2), and at the connection between the connection box (5-2) and the movable cover (5-3).

9. The construction method of the steel plate diaphragm wall according to claim 7, characterized in that: When the rake-suction slotting machine excavates the soil layer in the steel plate underground continuous wall (2), the rake-suction slotting machine is first arranged at one end of the slot section to be excavated, and the high-pressure water flushing mechanism (6) and the spiral rake teeth (7-3) are started to crush the wet hard soil to form mud; then the mud pump is turned on to suck out the prepared mud through the mud suction pipe (4); the rake-suction slotting machine is controlled to move in the excavated slot section, and the excavation depth is gradually deepened until the designed elevation is reached; when the rake-suction slotting machine moves to the end of the slot section, the motor (7-1) rotates in the opposite direction to control the rake-suction slotting machine to move back, thereby realizing the reciprocating movement of the rake-suction slotting machine in the slot section; and when the rake-suction slotting machine moves in the slot section, the rake teeth (7-4) that are away from the movement direction are controlled to retract upward to improve the efficiency of the mud suction pipe (4) in extracting mud.

10. The construction method of the steel plate diaphragm wall according to claim 7, characterized in that: The soil solidification treatment method of situation b in the step (4) mainly includes deep mixing method, high-pressure rotary jet grouting method and grouting method, which can be selected according to the actual soil conditions of the construction site, the construction environment and the design stiffness requirements; among them, the deep mixing method is suitable for geological conditions such as silt, silty soil, silty soil and clay soil with high water content, but is not suitable for hard plastic and hard clay and strata containing large obstacles; the high-pressure grouting method is suitable for clay soil, silty soil, sandy soil and silty soil. In case of large-size gravel, it is necessary to adjust the rotary jet process parameters; in case of organic soil, it is necessary to cooperate with field tests and indoor geotechnical tests to verify the solidification effect; the grouting method can be divided into infiltration grouting, splitting grouting and high-pressure grouting processes. The infiltration grouting is suitable for medium-coarse sand and gravel layers, the splitting grouting is suitable for low-permeability clay and silty sand layers, and the compaction grouting is suitable for loose fill and artificially disturbed soil.

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