Pipeline groove inserting plate type supporting structure and installation and construction method

Abstract

The invention relates to the technical field of engineering construction, and discloses a pipeline groove inserting plate type supporting structure and a mounting construction method.The pipeline groove inserting plate type supporting structure comprises stand columns arranged in parallel, and vertical guide sliding grooves are formed in the inner sides of the stand columns; the multiple layers of inserting plates are embedded between the two rows of stand columns through the guide sliding grooves; the supporting rods are connected with middle nodes of the two rows of stand columns, and adjustable connectors are arranged at the ends of the supporting rods; enclosing purlins are arranged on the outer sides of the tops of the stand columns and fixedly connected with the stand columns through bolts; a horizontal cross rod is arranged on the inner side of the bottom of the stand column. The guide sliding grooves of the stand columns are matched with the inserting plates, accurate positioning is achieved when the inserting plates are pressed in a layered mode, the adjacent inserting plates are arranged in a staggered joint mode, joint sealing treatment is combined, a continuous closed soil blocking barrier is formed, water and soil leakage is effectively blocked, cooperative stress of a soil body and the inserting plates is enhanced, and therefore a dynamic construction mechanism of supporting while digging is achieved; soil deformation is matched in real time, and the supporting efficiency and the structural integrity are remarkably improved.

Description

Technical Field

[0001] The present invention relates to the technical field of engineering construction, and specifically to a pipe trench plug-type support structure and an installation construction method thereof. Background Art

[0002] In the fields of municipal engineering, underground pipe network construction, and urban renewal, with the development of urban underground space towards deepening and intensification, pipe trench construction faces comprehensive requirements such as adaptability to complex strata, rapid support, and green construction. Especially in traffic-intensive areas, high-water-level strata, and geological conditions with uneven hardness, in traditional small inspection well foundations, pipe trenches, etc., simple support systems or steel sheet pile support systems are mostly used. The simple support system is suitable for small foundation pits with shallow excavation depth and small width in soil layers with good soil quality. However, when dealing with sandy soil, silty soil, etc. with poor stability, there are significant safety hazards and it cannot be applied. The traditional steel sheet pile support system can effectively be applied to foundation pit and pipe trench support in soil layers with poor stability, but...

[0003] At present, the minimum length of the steel sheet piles in the traditional steel sheet pile support system is 6m. For small foundation pits with shallow depth and small width, an excavator still needs to be used throughout the process for support, resulting in problems such as reduced support efficiency and structural integrity. Summary of the Invention

[0004] Aiming at the deficiencies of the prior art, the present invention provides a pipe trench plug-type support structure and an installation construction method thereof, which solve the problems of reduced support efficiency and structural integrity.

[0005] To achieve the above objectives, the present invention is realized through the following technical solutions: A pipe trench plug-type support structure, including: Vertically arranged columns, with vertical guiding chutes provided inside the columns; Multiple layers of plug plates, embedded between two rows of columns through the guiding chutes; Support rods, the support rods connecting the middle nodes of two rows of columns, and adjustable connectors provided at the ends of the support rods; A collar is provided on the outer side of the top of the column, and is fixedly connected to the column by bolts; A horizontal crossbar is provided inside the bottom of the column.

[0006] By adopting the above technical solution, the guide groove of the column provides a precise vertical positioning channel for the plug plate, ensuring that the plug plate fits tightly with the soil when pressed in layers. The support rod applies preload force through the adjustable connector to actively balance the soil pressure difference on both sides. The top purlin and the bottom cross bar form a spatial closed frame to constrain the displacement of the column and disperse the base stress. Combined with the process of synchronous plug plate installation during layered excavation, a dynamic support mechanism of "support as you dig" is realized, which not only reduces the unsupported exposure time of the soil, but also adapts to different geological conditions through modular design, significantly improving the construction controllability and structural stability.

[0007] Preferably, the plug board includes: Thick cold-rolled steel plate substrate, with transverse reinforcing ribs stamped on the surface, rib height 8-10mm; A wedge-shaped guide head is provided at the bottom, and a clamping hole for connecting with a hydraulic press is provided at the top; A grouting pipe is pre-buried inside, and the hole diameter of the grouting pipe is 3-5mm.

[0008] Preferably, the column comprises: H-beam, flange width 120-150mm, web thickness 10-12mm; The guide groove is used to provide a positioning installation position for the plug board.

[0009] A pipeline trench plug-in plate support structure installation construction method, the method comprising the following steps: S1. Positioning measurement, mark the column insertion points along the trench axis, and control the spacing to 0.8-1.2m; S2, column penetration, use a vibrating hammer to vertically drive into the H-shaped steel column, the penetration depth is 1.2-1.5 times the designed excavation depth; S3, layered excavation, each layer excavation depth is less than 0.5m, plug-in plates are installed simultaneously, and the lag distance between the excavation surface and the plug-in plate installation is less than 1.0m; S4. Press the plug plate in, install the support rod when the excavation reaches a depth of 2m, and apply pre-tightening force; S5, bottom support assembly, after the bottom excavation is completed, install the bottom crossbar; S6. The top purlin is closed, and the purlin installation baseline is marked 50mm below the top of the column. The purlin is bolted to the column and then fixed by welding. Preferably, the plug board installation in step S3 adopts a hydraulic press, and the hydraulic press comprises: The hydraulic system consists of four symmetrically arranged hydraulic rods, with the axis of symmetry coinciding with the center line of the plug plate; A connection system, including two lifting ears on the top and two connection buckles on the bottom; The main structure includes an upper plate-shaped main body, a lower crossbeam and a middle telescopic rod; The upper plate-shaped main body is rigidly connected to the top of the hydraulic rod; The lower cross beam is fixedly welded to the buckle; The middle telescopic rod presses the plug board to be installed into the soil along the guiding chute.

[0010] Preferably, when the plug board is installed: The vertical joints of adjacent plug boards are staggered by more than 300 mm; The joints are filled with polyurethane sealant; The gap between the plug board and the soil is less than 20 mm, and the over-tolerance parts are filled with grout.

[0011] 8. Preferably, the application of the pre-tightening force in step S4 includes: Load initially to 50% of the designed pre-tightening force and hold for 5 minutes; Load secondly to the designed pre-tightening force for fixation.

[0012] Preferably, after the plug board is pressed in, grouting reinforcement is carried out through the pre-buried grouting pipe.

[0013] Preferably, the grouting reinforcement is carried out in two times: the initial pressure is 0.3 MPa, the secondary grout filling pressure is 0.5 MPa, and the grouting range covers the lower 70% area of the full height of the plug board.

[0014] Preferably, when the support is demolished, the plug boards are pulled out layer by layer from bottom to top, the pulling force is less than 60% of the pressing force, and the pile holes are backfilled with cement mortar after being pulled out.

[0015] The present invention provides a pipe trench plug board type support structure and an installation construction method. It has the following beneficial effects: 1. The present invention cooperates the guiding chute of the column with the plug board, and through the precise positioning when the plug board is pressed in layer by layer, and the staggered joint arrangement of adjacent plug boards combined with the joint sealing treatment, a continuous and airtight soil retaining barrier is formed, effectively blocking the seepage of water and soil, enhancing the cooperative stress of the soil and the plug board, so as to realize the dynamic construction mechanism of supporting while excavating, match the soil deformation in real time, and significantly improve the supporting efficiency and the structural integrity.

[0016] 2. The present invention drives the plug board to be fully mechanically pressed into the guiding chute through the balanced thrust of the symmetric hydraulic rods and the precise guiding of the telescopic rod in the hydraulic pressing machine, and realizes the remote control on the ground through the lifting lug and the buckle, so that the operator does not need to enter the unprotected foundation pit, thereby improving the safety and efficiency of the construction in complex strata.

[0017] 3. The present invention actively balances the earth pressure difference by applying the pre-tightening force in stages through the adjustable connector of the support rod. And the bolt and welding composite connection of the collar and the modular assembly of the bottom cross bar form a spatial rigid closed frame, which cooperatively restrains the deformation of the support system, realizes the dynamic stability of the support system, extends the service life of the structure and reduces the maintenance cost. Brief Description of the Drawings

[0018] Figure 1 It is a three-dimensional view of the pipe trench inserted plate type support structure of the present invention; Figure 2 It is a partial structural schematic diagram of the hydraulic pressing plate machine in the pipe trench inserted plate type support structure of the present invention; Figure 3 It is a flow chart of the installation construction method of the pipe trench inserted plate type support structure of the present invention.

[0019] Among them, 1. Column; 2. Guide chute; 3. Inserted plate; 4. Support rod; 5. Adjustable connector; 6. Waling beam; 7. Cross bar; 8. Hydraulic rod; 9. Lifting lug; 10. Connection buckle; 11. Plate-shaped main body; 12. Cross beam; 13. Telescopic rod. Detailed Description of the Invention

[0020] Next, in combination with the drawings of the present invention, the technical solutions of the present invention will be clearly and completely described. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0021] Please refer to the attached Figure 1 and attached Figure 2 , the embodiment of the present invention provides a pipe trench inserted plate type support structure, including: Columns 1 arranged in parallel, and vertical guide chutes 2 are arranged inside the columns 1; Multiple inserted plates 3 are embedded between two rows of columns 1 through the guide chutes 2; Support rods 4, the support rods 4 are connected to the middle nodes of two rows of columns 1, and adjustable connectors 5 are arranged at the ends of the support rods 4; A waling beam 6 is arranged outside the top of the column 1 and is fixedly connected to the column 1 through bolts; A horizontal cross bar 7 is arranged inside the bottom of the column 1.

[0022] Specifically, the vertical guide chute 2 inside the column 1 provides an accurate vertical positioning channel for the inserted plate 3, ensuring that the inserted plate is closely attached to the soil when pressed layer by layer, forming a continuous soil retaining barrier. The support rod 4 applies pre-tightening force through the end connector 5 to dynamically balance the difference in soil pressure on both sides. The top waling beam 6 and the bottom cross bar 7 form a spatial closed frame. The top waling beam 6 restricts the displacement of the top of the column through a group of high-strength bolts, and the bottom cross bar 7 disperses the base stress. The two work together to improve the overall stiffness of the support system.

[0023] The inserted plate 3 includes: A thick cold-rolled steel plate matrix, with transverse reinforcing ribs stamped on the surface, and the rib height is 8-10 mm; It is provided with a wedge-shaped guide head at the bottom and a clamping hole connected to the hydraulic press plate machine at the top; A grouting pipe is embedded inside, and the hole diameter of the grouting pipe is 3 - 5 mm.

[0024] Specifically, the cold-rolled steel plate matrix serves as the main load-bearing structure. The transverse reinforcing ribs stamped on its surface are distributed at specific heights and spacings, significantly enhancing the flexural stiffness and local buckling resistance of the inserted plate. The wedge-shaped guide head at the bottom adopts a progressive inclined plane design, effectively reducing the front-end resistance during the insertion process of the inserted plate, ensuring stable penetration in different soil layers. Then, the precise clamping hole at the top is matched with the hydraulic press plate machine to achieve a reliable connection between the inserted plate and the equipment, preventing accidental detachment during construction. At the same time, the embedded grouting pipe inside forms a reinforced body in the soft soil layer through directional grouting, enhancing the cooperative force between the soil and the inserted plate.

[0025] The column 1 includes: H-shaped steel with a flange width of 120 - 150 mm and a web thickness of 10 - 12 mm; The guiding chute 2 is used to provide a positioning and installation position for the inserted plate 3.

[0026] Specifically, the H-shaped steel in the column 1 provides bidirectional flexural stiffness. Its wide flange design can disperse the soil pressure transmitted by the inserted plate 3, avoiding local stress concentration. The web thickness matches the hydraulic press plate machine to ensure that there is no plastic deformation in the column 1 during the pressing process. At the same time, the guiding chute 2 is composed of C-shaped steel rails welded on both sides of the H-shaped steel web, which can reduce the verticality deviation of the installation of the inserted plate 3.

[0027] Please refer to the appendix Figure 1 -appendix Figure 3 , the installation construction method of the pipe trench inserted plate type support structure, the method includes the following steps: S1. Positioning measurement, marking the insertion points of the column 1 along the axis of the trench, and controlling the spacing to be 0.8 - 1.2 m; S2. Penetration of the column, using a vibratory hammer to vertically drive the H-shaped steel column into the ground, and the penetration depth is 1.2 - 1.5 times the designed excavation depth; S3. Layered excavation, the excavation depth of each layer is less than 0.5 m, and the inserted plate 3 is installed synchronously, and the lag distance between the excavation surface and the installation of the inserted plate 3 is less than 1.0 m; S4. Pressing of the inserted plate, install the support rod 4 when excavating to a depth of 2 m and apply a pre-tightening force; S5. Assembly of the bottom support, install the bottom cross bar 6 after the bottom excavation is completed; S6. Closing of the top purlin, mark the purlin installation baseline 50 mm below the top of the column 1, connect the purlin and the column with bolts, and then fix it by welding.

[0028] Specifically, for the positioning and measurement of S1, by precisely arranging the column insertion points along the groove axis to establish a spatial reference for the support system, and through the layout of the total station, the deviation between the position of column 1 and the design axis is minimized, enabling subsequent installation of the insertion plate, connection of the support, and closure of the waling to be based on a unified spatial coordinate system, ensuring the precise fit between the insertion plate 3 and the guiding chute 2 and the uniform stress of the support rods 4, laying a foundation for forming a highly integral closed support system and improving construction efficiency and structural reliability; In S2, the column 1 is penetrated by vertically driving the H-shaped steel column into the ground using a vibratory hammer to ensure the deep anchorage and initial stability of the support system. Moreover, the directional excitation force of the vibratory hammer is used to efficiently overcome the soil resistance, achieving the precise penetration of the column and avoiding installation deviation of the insertion plate 3 and imbalance of the support force caused by the inclination of column 1, thereby strengthening the bearing capacity and spatial positioning accuracy of column 1, laying a reliable foundation for subsequent dynamic support construction, and effectively suppressing the risk of soil relaxation and lateral deformation during the trench excavation process; In S3, the layered excavation is carried out by controlling the excavation depth in layers and synchronously installing the insertion plate 3 to achieve the dynamic coordination between the support structure and soil deformation. Among them, immediately after each layer of excavation, the insertion plate 3 is inserted into the guiding chute 2 of the column 1, and its transverse reinforcing ribs are closely attached to the soil to form a segmented continuous soil retaining barrier, reducing the exposure time of the soil without support and preventing local collapse. At the same time, the wedge-shaped guiding head of the insertion plate 3 adaptively adjusts its direction during the pressing process to ensure the precise fit with the guiding chute 2, thereby effectively suppressing the deformation of the trench sidewall and maintaining the overall stability of the soil; In S4, when the excavation reaches the set depth, the support rod 4 is installed at the middle node of the column 1. The support length is adjusted and a pre-tightening force is applied through the adjustable connector 5 at its end, enabling the two side columns 1 to form a tension restraint to actively offset the lateral soil pressure. At the same time, the pre-tightening force is evenly transmitted to the insertion plate 3 through the support rod 4, suppressing the overall deformation of the support system and enhancing the overall stiffness of the support structure; In S5, after the bottom excavation is completed, the bottom cross bar 6 is horizontally fixed to the reserved nodes of the two side columns 1, and the base is closed through modular rapid assembly. The rigid connection between the cross bar 6 and the column 1 restricts its bottom horizontal displacement, forming an upper and lower coordinated stress system with the middle support rod 4 to disperse the base pressure transmitted from the soil to the insertion plate 3. At the same time, the bottom cross bar 6 enhances the overall anti-overturning ability of the support system through node reinforcement; For the closure of the top waling in S6, the waling 6 is connected to the column 1 below the set reference line at the top to form a rigid closed loop of the support system. After calibrating the installation baseline at the top of the column 1, the waling 6 is first temporarily fixed to the flange of the column 1 through a group of high-strength bolts to restrict the free displacement at the top, and then the connection node is secondarily reinforced through continuous welding to form a composite restraint node of bolts plus welding, enhancing the anti-torsion stiffness of the support system and suppressing the risk of top outward inclination caused by uneven soil pressure at the trench edge; In step S3, the installation of the inserted plate 1 is carried out by a hydraulic pressing machine, which includes: A hydraulic system, which consists of four symmetrically arranged hydraulic rods 8, and the symmetry axis coincides with the center line of the inserted plate 3; A connection system, including two lifting lugs 9 at the top and two connection buckles 10 at the bottom; A main body structure, including an upper plate-shaped main body 11, a lower cross beam 12 and a middle telescopic rod 13; The upper plate-shaped main body 11 is rigidly connected to the top of the hydraulic rod 8; The lower cross beam 12 is welded and fixed to the buckle 10; The middle telescopic rod 13 presses the inserted plate 3 to be installed into the soil along the guiding chute 2.

[0029] Specifically, through the combined action of the symmetric pressure exerted by the hydraulic rod 8 and the precise guidance of the telescopic rod 13, the hydraulic pressing machine realizes the full-mechanical pressing operation of the inserted plate 3. Among them, before the foundation pit excavation, the column 1 has been pre-driven into the ground by a vibratory hammer to form a continuous guiding chute 2. Then, during the excavation process, the operator remotely controls the pressing machine 7 on the ground through the lifting lug 9 and the buckle 10, and uses the balanced thrust of the hydraulic rod 8 to drive the inserted plate 3 to embed into the soil along the guiding chute 2, synchronously completing the construction of the support structure. The rigid connection between its upper plate-shaped main body 11 and the lower cross beam 12 ensures no deviation during the pressing process, while the dynamic adjustment function of the middle telescopic rod 13 adapts to different soil resistance, thus realizing the operation mode of supporting first and then excavating, avoiding the risk of personnel exposure in the unprotected foundation pit, and the immediate support characteristic of installing the inserted plate 3 while excavating effectively suppresses the potential risk of soil collapse, forming a fully enclosed safe operation space.

[0030] When installing the inserted plate 3: The vertical joints of adjacent inserted plates 3 are staggered by more than 300 mm; The joints are filled with polyurethane sealant; The gap between the inserted plate 3 and the soil is less than 20 mm, and the over-tolerance parts are filled with grout.

[0031] Specifically, when installing the inserted plate 3, the vertical joints of adjacent inserted plates 3 are staggered to avoid continuous weak surfaces through staggered distribution, reducing the concentration of soil pressure in the joint area. And filling polyurethane sealant at the joints forms an elastic sealing layer, blocking the seepage path of water and soil and compensating for the installation deformation of the inserted plate 3. For the over-tolerance parts of the gap between the inserted plate 3 and the soil, grouting is used to fill and compact, improving the cooperative stress effect between the soil and the inserted plate 3. Ensure the integrity of the support system and the safety of the operation environment.

[0032] The application of the pre-tightening force in step S4 includes: Load initially to 50% of the designed pre-tightening force and hold for 5 minutes; Load secondly to the designed pre-tightening force and fix it.

[0033] Specifically, in S4, the pre-tightening force is applied through the adjustable connector 5 at the end of the support rod 4 to achieve dynamic stress balance in stages. After the initial loading reaches the set value, continuous monitoring is carried out to eliminate the assembly gap between the support rod 4 and the node of the column 1 and the influence of material creep. The secondary loading reaches the target pre-tightening force and is locked, so that the support rod 4 and the two-sided insertion plates 3 form a uniform tension constraint through the guiding chute 2. That is, the axial stress distribution of the support rod 4 is optimized through staged loading, actively offsetting the increment of earth pressure caused by excavation, and cooperating with the bottom cross bar 7 and the purlin 6 to form a spatial prestress network, inhibiting the lateral displacement of the column 1 and the flexure of the insertion plate 3, while improving the overall stiffness of the support system and reducing the risk of local stress concentration.

[0034] After the insertion plate 3 is pressed in, grouting reinforcement is carried out through the embedded grouting pipe. Specifically, after the insertion plate 3 is pressed in, grouting reinforcement is implemented through the embedded grouting pipe inside it. The grout penetrates through the grouting holes into the gap between the insertion plate 3 and the soil mass and the surrounding loose strata, forming a solidified body while filling densely, to inhibit the support instability caused by local stress concentration, and significantly reduce the risk of water seepage at the trench edge, ensuring the dryness of the working space and the structural safety.

[0035] The grouting reinforcement is carried out in two stages: the initial pressure is 0.3 MPa, and the secondary supplementary grouting pressure is 0.5 MPa, and the grouting range covers 70% of the lower part of the full height of the insertion plate 3. Specifically, the grouting reinforcement is implemented in stages through the embedded grouting pipe. The initial grouting covers the lower part of the insertion plate with the basic pressure, filling the periphery of the wedge-shaped guiding head and the gap between the insertion plate 3 and the soil mass to form a preliminary solidified body. The secondary supplementary grouting increases the pressure, focusing on strengthening the density of the connection part between the bottom of the insertion plate 3 and the guiding chute 2 of the column 1. The grout diffuses along the grouting holes to the lower part of the full height of the insertion plate 3, forming a continuous anti-seepage layer with the polyurethane sealant at the joint of adjacent insertion plates, cooperating to enhance the bearing capacity of the foundation, inhibiting the local collapse of the support structure caused by soil erosion, and at the same time forming a reinforcement system linked with the closed frame of the purlin 6, comprehensively improving the overall stability of the support structure under dynamic loads.

[0036] During the support removal, the insertion plates 3 are pulled out layer by layer from bottom to top, and the pulling force is less than 60% of the pressing force. After pulling out, the pile holes are backfilled with cement mortar.

[0037] Specifically, during the support removal, the insertion plates 3 are pulled out layer by layer from bottom to top, and the pulling force is controlled to be less than the defined ratio of the pressing force to avoid disturbing the surrounding soil mass. During the pulling-out process, the support stress is gradually released by using the reverse movement trajectory of the wedge-shaped guiding head of the insertion plate 3. After the insertion plate 3 is pulled out, cement mortar is immediately injected into the pile hole to fill the void and consolidate with the surrounding soil mass, inhibiting the risk of surface settlement.

[0038] Although embodiments of the present invention have been shown and described, those of ordinary skill in the art will appreciate that various changes, modifications, substitutions and variations can be made to these embodiments without departing from the principles and spirit of the present invention. The scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. Pipe trench plug - type support structure, characterized in that, Comprising: Vertically arranged columns (1), with vertical guiding chutes (2) provided inside the columns (1); Multiple layers of insertion plates (3), which are embedded between two rows of columns (1) through the guiding chutes (2); Support rods (4), the support rods (4) connect the middle nodes of two rows of columns (1), and adjustable connectors (5) are provided at the ends of the support rods (4); A purlin (6) is arranged outside the top of the column (1) and is fixedly connected to the column (1) by bolts; A horizontal cross bar (7) is arranged inside the bottom of the column (1).

2. The pipe trench plug-in plate type support structure according to claim 1, wherein, The insertion plate (3) includes: A thick cold-rolled steel plate substrate, with transverse reinforcing ribs stamped on the surface, and the rib height is 8 - 10 mm; A wedge-shaped guiding head is provided at the bottom, and a clamping hole connected to a hydraulic pressing machine is opened at the top; A grouting pipe is embedded inside, and the hole diameter of the grouting pipe is 3 - 5 mm.

3. The pipe trench plug-in plate type support structure according to claim 1, characterized in that, The column (1) includes: H-shaped steel, with a flange width of 120 - 150 mm and a web thickness of 10 - 12 mm; A guiding chute (2) for providing a positioning and installation position for the insertion plate (3).

4. Installation and construction method of pipe trench insertion plate type support structure, characterized in that, For the pipe trench insertion plate type supporting structure according to any one of claims 1 - 3, the method includes the following steps: S1. Positioning and measurement, marking the insertion points of the columns (1) along the axis of the trench, and controlling the spacing to be 0.8 - 1.2 m; S2. Penetration of columns, using a vibratory hammer to vertically drive the H-shaped steel columns into the ground, and the penetration depth is 1.2 - 1.5 times the designed excavation depth; S3. Layered excavation, the excavation depth of each layer is less than 0.5 m, and the insertion plate (3) is installed synchronously, and the lag distance between the excavation surface and the installation of the insertion plate (3) is less than 1.0 m; S4. Pressing the insertion plate, when the excavation reaches a depth of 2 m, install the support rod (4) and apply a pre-tightening force; S5. Assembly of bottom support, install the bottom cross bar (6) after the bottom excavation is completed; S6. Closing of the top purlin, calibrating the purlin installation baseline 50 mm below the top of the column (1), connecting the purlin and the column by bolts, and then fixing them by welding.

5. The installation and construction method of the pipe trench inserted plate type support structure according to claim 4, characterized in that, In step S3, a hydraulic pressing machine is used for installing the insertion plate (1), and the hydraulic pressing machine includes: A hydraulic system, which is composed of four symmetrically arranged hydraulic rods (8), and the symmetry axis coincides with the center line of the insertion plate (3); A connection system, including two lifting lugs (9) at the top and two connection buckles (10) at the bottom; A main body structure, including an upper plate-shaped main body (11), a lower cross beam (12) and a middle telescopic rod (13); The upper plate-shaped main body (11) is rigidly connected to the top of the hydraulic rod (8); The lower cross beam (12) is fixedly welded to the buckle (10); The middle telescopic rod (13) presses the insertion plate (3) to be installed into the soil along the guiding chute (2).

6. The installation construction method of the pipe trench plug - type support structure according to claim 4, characterized in that, When installing the insertion plate (3): The vertical joints of adjacent insertion plates (3) are staggered by more than 300 mm; The joints are filled with polyurethane sealant; The gap between the insertion plate (3) and the soil is less than 20 mm, and the over-tolerance part is filled with grout.

7. The installation and construction method of the pipe trench inserted plate type supporting structure according to claim 4, characterized in that, The application of the pre-tightening force in step S4 includes: Loading initially to 50% of the designed pre-tightening force and holding for 5 minutes; Loading secondly to the designed pre-tightening force and fixing.

8. The installation construction method of the pipe trench inserted plate type support structure according to claim 4, characterized in that, After the insertion plate (3) is pressed in, grouting reinforcement is carried out through the embedded grouting pipe.

9. The installation construction method of the pipe trench inserted plate type support structure according to claim 8, characterized in that, The grouting reinforcement is carried out in two times: the initial pressure is 0.3 MPa, and the secondary grouting pressure is 0.5 MPa. Moreover, the grouting range covers the lower 70% area of the full height of the inserted plate (3).

10. The installation construction method of the pipe trench plug - type support structure according to claim 4, characterized in that, When the support is demolished, the inserted plate (3) is pulled out layer by layer from bottom to top. The pulling force is less than 60% of the pressing-in force. After pulling out, the pile hole is backfilled with cement mortar.

Images