Bearing platform steel sheet pile cofferdam structure of lining concrete formwork and construction method

Abstract

The invention relates to a pile cap steel sheet pile cofferdam structure lined with a concrete formwork and a construction method, and belongs to the field of bridge engineering, the pile cap steel sheet pile cofferdam structure comprises a peripheral sheet pile, the lower end of the peripheral sheet pile is inserted into the underwater ground, one side of the peripheral sheet pile is the cofferdam inner side, the other side of the peripheral sheet pile is the cofferdam outer side, and the peripheral sheet pile is formed by transversely and sequentially splicing a plurality of unit pile plates; a connecting formwork is arranged on the inner side of the cofferdam, the plate face of the connecting formwork is parallel to the arrangement direction of the multiple unit pile plates, a uniform space is formed between the connecting formwork and the peripheral plate piles, the space between the connecting formwork and the peripheral plate piles is a connecting pouring space, and the connecting pouring space is used for concrete pouring to form a plain concrete enclosing wall. A bearing platform pouring space is formed on the side, away from the peripheral sheet piles, of the plain concrete enclosing wall. The construction process has the characteristics of high efficiency and low cost.

Description

Technical Field

[0001] The present application relates to the field of bridge construction, and in particular to a cap steel sheet pile cofferdam structure with a concrete formwork lining and a construction method. Background Art

[0002] In the construction of the foundation of a new bridge across a river, various cofferdam constructions are often used, among which the most commonly used is the steel sheet pile cofferdam.

[0003] During the construction of conventional steel sheet pile cofferdams, due to the large range of the pedestal and the need for a certain amount of space inside the cofferdam for the construction of the pedestal formwork, the scope of the cofferdam construction must be much larger than the original pedestal range. This not only increases the length of the cofferdam protection in actual construction, but also prolongs the precipitation and excavation time inside the cofferdam. At the same time, due to the increase in scope, the overall protection capacity of the cofferdam is also subject to a greater test, and a lot of cost needs to be invested in the construction safety of the internal foundation pit. Summary of the invention

[0004] In order to improve the above problems, the present application provides a cap steel sheet pile cofferdam structure lined with concrete formwork and a construction method.

[0005] The present application provides a cap steel sheet pile cofferdam structure lined with concrete formwork, which adopts the following technical solution: A foundation steel sheet pile cofferdam structure lined with concrete formwork comprises outer sheet piles, the lower ends of the outer sheet piles are inserted into the underwater ground, one side of the outer sheet piles is the inner side of the cofferdam, and the other side is the outer side of the cofferdam, the outer sheet piles are composed of a plurality of unit pile plates spliced ​​in sequence transversely, a connecting formwork is provided on the inner side of the cofferdam, the plate surface of the connecting formwork is parallel to the arrangement direction of the plurality of unit pile plates, a uniform space is formed between the connecting formwork and the outer sheet piles, the space between the connecting formwork and the outer sheet piles is a connecting casting space, the connecting casting space is used for concrete casting to form a plain concrete wall, and the side of the plain concrete wall away from the outer sheet piles forms a foundation casting space.

[0006] Preferably, a structural gap is formed at the connection between two adjacent unit pile plates, the length direction of the structural gap is the vertical direction, and the structural gap is selectively filled with a sealant.

[0007] Preferably, a plurality of raised ridges are formed on one side of the connection template facing the outer sheet piles, the length direction of the raised ridges is the vertical direction, a plurality of the raised ridges are arranged in an array along the horizontal direction, the width of the raised ridges is equal to the width of the unit sheet piles, and the gap between two adjacent raised ridges is equal to the width of the raised ridges.

[0008] On the other hand, the present application also provides a construction method for the cap steel sheet pile cofferdam structure of the above-mentioned lined concrete formwork, which comprises the following steps in sequence: S1: Determine the scope and location of the cofferdam, and drive multiple concrete load-bearing piles into the underwater ground within the scope; S2: Drive multiple unit pile plates one by one to build peripheral sheet piles; S3: driving a connection template into the inner side of the cofferdam, inserting the lower end of the connection template into the underwater ground, connecting and forming a pouring space, wherein the upper edge of the connection template is lower than the upper edge of the outer sheet pile, and the lower edge of the connection template is higher than the lower edge of the outer sheet pile; S4: constructing a first transverse brace and a second transverse brace on the inner side of the cofferdam, wherein the first transverse brace abuts against or is relatively fixed to a side of the connection template facing away from the outer sheet pile, and the second transverse brace abuts against or is relatively fixed to a side of the outer sheet pile facing the inner side of the cofferdam; S5: Suck out the water on the side of the connection formwork away from the outer plate to form a foundation pit, and pour concrete at the bottom of the foundation pit to form a foundation cushion layer, wherein the foundation cushion layer is fixedly connected to the concrete load-bearing piles; S6: sucking water from the connection pouring space, and pouring concrete therein after draining to form a plain concrete wall; S7: After the plain concrete enclosure wall is formed, the connection formwork and the first cross brace are removed, and a cap casting space is formed inside the plain concrete enclosure wall; S8: placing steel bars and pouring concrete into the cap casting space to form a bridge pier cap, wherein the bridge pier cap is fixedly connected to the pile head of the concrete load-bearing pile, the foundation cushion layer and the plain concrete wall; S9: Remove the outer sheet piles and the second cross brace.

[0009] Preferably, an inner support body is provided between the outer sheet piles and the connecting formwork, and the opposite sides of the inner support body are respectively in contact with the outer sheet piles and the connecting formwork, and S6 also includes: inserting the inner support body between the outer sheet piles and the connecting formwork before pumping water, and pulling out the inner support body during pouring concrete between the outer sheet piles and the connecting formwork, and the liquid level rising speed of the concrete in the connecting pouring space is the same as the moving speed of the inner support body in the vertical direction.

[0010] Preferably, the inner support body includes a supporting vertical rod and an abutment roller, the length direction of the supporting vertical rod is the vertical direction, there are multiple abutment rollers and they are rotatably arranged on opposite sides of the supporting vertical rod, and the rotation axis is the horizontal direction, the wheel surface of the abutment roller and the plate surface of the unit pile plate or the plate surface of the connecting template are rolled and abutted, and the second cross support frame is provided with multiple clearance holes for the inner support body to pass through, and a single clearance hole is for an inner support body to pass vertically.

[0011] Preferably, a synchronization rod is provided at the bottom of the connection casting space, and the length direction of the synchronization rod is parallel to the arrangement direction of the multiple inner support bodies. When the inner support bodies are inserted into the connection casting space, the synchronization rod is relatively fixed vertically with the multiple supporting vertical rods at the same time.

[0012] Preferably, the connecting template is provided with a mounting screw, the length direction of the mounting screw is perpendicular to the board surface of the connecting template, a plurality of temporary seats are provided on the side of the connecting template facing the outer sheet piles, the mounting screw passes through the connecting template and is threadedly connected to the temporary seats, a semicircular groove is provided above the temporary seats, the synchronization rod abuts against the bottom of the semicircular groove, a fastening elastic block is fixedly connected to the notch of the semicircular groove, and the fastening elastic block abuts against the rod wall of the synchronization rod.

[0013] Preferably, a matching groove is provided at the bottom of the supporting vertical rod, and the matching groove is for the synchronization rod to be placed therein. A limit pin block is slidably provided on the groove wall of the matching groove, and the sliding direction is horizontal and perpendicular to the length direction of the synchronization rod. A return spring is connected between the limit pin block and the supporting vertical rod. In a natural state, the limit pin block blocks the notch of the matching groove, and a matching wedge surface is formed under the limit pin block. When the matching wedge surface abuts against the synchronization rod, the limit pin block moves and opens the notch of the matching groove.

[0014] The present application includes at least one of the following beneficial technical effects: 1. Through the connection formwork and the setting of the plain concrete wall, after the plain concrete wall is formed, a cap casting space for direct casting is formed inside it. The foundation cap can be formed by directly pouring concrete inside it, without the need for a large number of personnel to carry out construction work inside the foundation pit. At the same time, the width of the plain concrete wall is only slightly larger than the design size of the foundation cap, so the width of the outer plate is also small, which greatly reduces costs and improves efficiency; 2. Through the setting of the internal support body, the internal support body supports the outer sheet piles and the connecting formwork, which is used to improve the width dimensional stability of the space between the two, and also improves the resistance of the two to external lateral pressure. The internal support body is easy to take and place in the connecting casting space, which improves the overall construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is a schematic top view of the structure used to reflect the foundation steel sheet pile cofferdam structure of the lined concrete formwork in the embodiment of the present application.

[0016] Figure 2 It is a structural schematic diagram used to illustrate the completion of the construction of the foundation steel sheet pile cofferdam structure of the lined concrete formwork and before pumping water in the embodiment of the present application.

[0017] Figure 3It is a structural schematic diagram of the foundation steel sheet pile cofferdam structure used to reflect the inner lining concrete formwork after the connection formwork is removed in the embodiment of the present application.

[0018] Figure 4 It is a schematic diagram of the top view structure used to illustrate the connection casting space in the embodiment of the present application.

[0019] Figure 5 It is a schematic cross-sectional view of the structure used to illustrate the connection casting space in the embodiment of the present application.

[0020] Figure 6 It is a schematic diagram of the matching structure of the inner support body and the synchronization rod in the embodiment of the present application.

[0021] Explanation of the reference numerals in the accompanying drawings: 1. outer sheet piles; 11. unit pile plate; 12. structural gap; 3. connection formwork; 31. raised edge; 32. mounting screw; 33. temporary seat block; 331. semicircular groove; 332. tightening elastic block; 4. first cross brace; 5. second cross brace; 51. clearance hole; 6. inner support body; 61. abutment roller; 62. supporting vertical rod; 621. matching groove; 622. limit pin block; 6221. matching wedge surface; 623. return spring; 63. synchronization rod; 7. pedestal casting space; 71. foundation cushion layer; 72. load-bearing concrete pile; 8. connection casting space; 81. plain concrete wall. DETAILED DESCRIPTION

[0022] The following is combined with Figure 1-6 This application is described in further detail.

[0023] The present application embodiment discloses a cap steel sheet pile cofferdam structure lined with a concrete formwork, such as Figure 1-3 As shown, it includes an outer sheet pile 1, a connection template 3 and multiple concrete load-bearing piles. One side of the outer sheet pile 1 is the inner side of the cofferdam, and the other side is the outer side of the cofferdam. The connection template 3 is located on the inner side of the cofferdam. The outer sheet pile 1 and the connection template 3 are both driven into the underwater ground. In a top view, the two are arranged in a U-shaped shape. There are twelve concrete load-bearing piles in total, all of which are located on the inner side of the connection template 3 and are also inserted into the underwater ground. The twelve concrete load-bearing piles are arranged in an array in the form of three rows and four columns.

[0024] like Figure 2-4As shown in the figure, the peripheral sheet pile 1 is composed of a plurality of unit pile plates 11 spliced horizontally in sequence. The plate surface of the connecting template 3 is parallel to the arrangement direction of the plurality of unit pile plates 11. A uniform space is formed between the connecting template 3 and the peripheral sheet pile 1, and this space is the connecting pouring space 8. After the water in this space is pumped out, the connecting pouring space 8 is used for concrete pouring to form a plain concrete wall 81. After the water inside the connecting template 3 is pumped out and the template is removed, a pile cap pouring space 7 is formed on the side of the plain concrete wall 81 facing away from the peripheral sheet pile 1, that is, the space where the foundation pile cap of the future pier will be located.

[0025] As Figure 4 shown in the figure, the cross-section of each unit pile plate 11 is in a U-shape. A structural gap 12 is formed at the connection between two adjacent unit pile plates 11, and the length direction of the structural gap 12 is the vertical direction. After the water in the connecting pouring space 8 is pumped out, the structural gap 12 is a part prone to leakage. At that time, sealant can be selectively filled into the structural gap 12 according to the actual situation to improve its sealing performance. The plate surface on the side of the connecting template 3 facing away from the peripheral sheet pile is a plane, and a number of protruding ribs 31 are formed on the side of the connecting template 3 facing the peripheral sheet pile 1. The length direction of the protruding ribs 31 is the vertical direction, and the plurality of protruding ribs 31 are arranged in an array in the horizontal direction. The width of the protruding ribs 31 is equal to the width of the unit pile plate, and the gap between two adjacent protruding ribs 31 is equal to the width of the protruding ribs 31. The inner side of the later formed plain concrete wall 81 will accordingly have a concave-convex structure, which is beneficial for its connection and fixation with the concrete in the pile cap pouring space 7.

[0026] On the other hand, the embodiment of the present application also discloses a construction method for the pile cap steel sheet pile cofferdam structure of the inner lining concrete formwork. As Figure 1-4 shown in the figure, it sequentially includes the following steps: S1: Demarcate the cofferdam range and position, and drive a plurality of concrete bearing piles into the underwater ground within the range by means of drilling and pouring. S2: Drive the plurality of unit pile plates 11 one by one into the ground below the water surface to build the peripheral sheet pile 1. S3: Drive the connecting template 3 inside the cofferdam. The lower end of the connecting template 3 is inserted into the underwater ground, and the connecting pouring space 8 is formed. The upper edge of the connecting template 3 is lower than the upper edge of the peripheral sheet pile 1, and the lower edge of the connecting template 3 is higher than the lower edge of the peripheral sheet pile 1. S4: Build the first cross brace 4 and the second cross brace 5 inside the cofferdam. The first cross brace 4 and the side of the connecting template 3 facing away from the peripheral sheet pile 1 are relatively fixed by welding or bolts, and the second cross brace 5 and the side of the peripheral sheet pile facing the inside of the cofferdam are relatively fixed by welding or bolts. The first cross brace 4 and the second cross brace 5 respectively form a lateral support for the connecting template 3 and the peripheral sheet pile 1 to improve the lateral stability of the two. S5: Suck out the water on the side of the connecting template 3 away from the outer plate to form a foundation pit, clean and remove mud from the bottom of the foundation pit, and then pour concrete at the bottom of the foundation pit to form a foundation cushion layer 71, and the foundation cushion layer 71 is fixedly connected to the concrete load-bearing piles; S6: Suction the water in the connection pouring space 8, fill the individual structural gaps 12 with sealants such as fine sand according to the water seepage of the outer sheet piles 1, and pour concrete therein after draining to form a plain concrete enclosure wall 81; S7: After the plain concrete enclosure wall 81 is formed, the connection template 3 and the first cross brace 4 are removed, and a cap casting space 7 is formed inside the plain concrete enclosure wall 81; S8: placing steel bars and pouring concrete into the cap pouring space 7 to form a bridge pier cap, which is fixedly connected to the pile heads of the concrete load-bearing piles, the foundation cushion 71 and the plain concrete wall 81; S9: Remove the outer sheet piles 1 and the second cross brace 5.

[0027] like Figure 4 and 5 As shown, an inner support body 6 is also provided between the outer sheet pile 1 and the connection formwork 3, and S6 also includes: inserting the inner support body 6 between the outer sheet pile 1 and the connection formwork 3 before pumping water, the inner support body 6 is intended to support the width of the space between the outer sheet pile 1 and the connection formwork 3, and improve the deformation resistance of the outer sheet pile 1 under water pressure. During the process of pouring concrete between the outer sheet pile 1 and the connection formwork 3, the inner support body 6 is pulled out, and the liquid level of the concrete in the connection pouring space 8 rises at the same speed as the movement speed of the inner support body 6 in the vertical direction.

[0028] like Figure 4 and 5 As shown, the inner support body 6 includes a supporting vertical rod 62 and an abutting roller 61. The length direction of the supporting vertical rod 62 is the vertical direction. There are multiple abutting rollers 61 and they are rotatably arranged on the opposite sides of the supporting vertical rod 62. The rotation axis is in the horizontal direction. During the up and down movement of the inner support body 6, the wheel surface of the abutting roller 61 rolls and abuts against the board surface of the unit pile board 11 or the board surface of the connection template 3. Since the upper part of the connection casting space 8 is occupied by the second horizontal support frame 5, a plurality of clearance holes 51 for the inner support body 6 to pass through are opened on the second horizontal support frame 5. A single clearance hole 51 allows one inner support body 6 to pass vertically. In order to improve the directional stability of the inner support body 6 when it moves up and down, the inner support body 6 is located between two partially adjacent raised edges 31.

[0029] like Figure 4-6As shown, the inner support bodies 6 are inserted one by one, and when the inner support bodies 6 are taken out from the connection casting space 8, all the inner support bodies 6 need to be kept at basically the same speed, but the position of the second cross brace 5 makes it difficult to use a large integral hanger above the connection casting space 8. Therefore, a synchronization rod 63 is pre-set at the bottom of the connection casting space 8 before the inner support bodies 6 enter, and the length direction of the synchronization rod 63 is parallel to the arrangement direction of the multiple inner support bodies 6. When the inner support bodies 6 are inserted into the connection casting space 8, the synchronization rod 63 is relatively fixed vertically with the multiple supporting vertical rods 62 at the same time, that is, the synchronization rod 63 enables the multiple inner support bodies 6 to move vertically synchronously, and because the synchronization rod 63 is located at the bottom of the inner support body 6, the second cross brace 5 hardly affects the movement of the synchronization rod 63.

[0030] like Figure 4 and 6 As shown, the connection template 3 is provided with a mounting screw 32, the length direction of which is perpendicular to the board surface of the connection template 3, and a plurality of temporary seats 33 are provided on the side of the connection template 3 facing the peripheral sheet pile 1, and the mounting screw 32 passes through the connection template 3 and is threadedly connected with the temporary seats 33, so as to realize the temporary relative fixation of the temporary seats 33 at the bottom of the connection template 3. A semicircular groove 331 is provided above the temporary seats 33, and the groove surfaces of the semicircular grooves 331 of all temporary seats 33 on the same side of the connection template 3 are coplanar; a fastening elastic block 332 made of rubber material is fixedly connected to the notch of the semicircular groove 331, and after the synchronization rod 63 is sunk underwater, the lower side of the synchronization rod 63 enters the semicircular groove 331 and fits and contacts the groove surface, and the fastening elastic block 332 abuts against the rod wall of the synchronization rod 63, so that the synchronization rod 63 cannot be easily disengaged from the semicircular groove 331.

[0031] like Figure 6As shown, a matching groove 621 is provided at the bottom of the support vertical rod 62, and the matching groove 621 is for the synchronization rod 63 to be inserted from bottom to top. Two limit pins 622 are slidably provided on the groove wall of the matching groove 621, and the sliding direction is horizontal and perpendicular to the length direction of the synchronization rod 63. A return spring 623 is connected between the limit pin 622 and the support vertical rod 62. In a natural state, the ends of the two limit pins 622 abut against each other to block the notch of the matching groove 621. A matching wedge surface 6221 is formed below the end of the limit pin 622 away from the return spring 623. When the matching wedge surface 6221 abuts against the synchronization rod 63, the wedge surface transmission causes the limit pin 622 to be moved by a lateral thrust, and the limit pin 622 is retracted into the groove wall of the matching groove 621. The notch of the matching groove 621 is opened, and the synchronization rod 63 can cross the limit pin 622. When the limit pin block 622 loses its lateral abutment force, the reset spring 623 resets the limit pin block 622 and the matching groove 621 is blocked again. When a certain support vertical rod 62 moves upward, the limit pin abuts against the lower side wall of the synchronization rod 63 to make it move synchronously, and the synchronization rod 63 abuts against the bottom of the matching groove 621 of the remaining support vertical rods 62, thereby driving the remaining support vertical rods 62 to move synchronously. Since the bottom of the support vertical rod 62 needs to move below the lower side of the synchronization rod 63, the temporary seat block 33 and the inner support body 6 need to be staggered in the horizontal direction.

[0032] The above are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A cap steel sheet pile cofferdam structure lined with a concrete formwork, comprising an outer sheet pile (1), the lower end of the outer sheet pile (1) is inserted into the bottom ground, one side of the outer sheet pile (1) is the inner side of the cofferdam, and the other side is the outer side of the cofferdam, the outer sheet pile (1) is composed of a plurality of unit pile plates (11) spliced ​​in sequence transversely, and is characterized in that: A connection template (3) is provided on the inner side of the cofferdam, the board surface of the connection template (3) is parallel to the arrangement direction of the plurality of unit pile boards (11), a uniform space is formed between the connection template (3) and the outer sheet piles (1), the space between the connection template (3) and the outer sheet piles (1) is a connection pouring space (8), the connection pouring space (8) is used for pouring concrete to form a plain concrete enclosure wall (81), and a side of the plain concrete enclosure wall (81) away from the outer sheet piles (1) forms a cap pouring space (7).

2. The steel sheet pile cofferdam structure of the cap lined with concrete formwork according to claim 1 is characterized by: A structural gap (12) is formed at the connection between two adjacent unit pile plates (11), the length direction of the structural gap (12) is the vertical direction, and a sealant is selectively filled in the structural gap (12).

3. The steel sheet pile cofferdam structure of a cap lined with concrete formwork according to claim 1 or 2, characterized in that: A plurality of raised edges (31) are formed on one side of the connection template (3) facing the outer sheet pile (1), the length direction of the raised edges (31) is the vertical direction, and the plurality of raised edges (31) are arranged in an array along the horizontal direction. The width of the raised edges (31) is equal to the width of the unit sheet pile, and the gap between two adjacent raised edges (31) is equal to the width of the raised edges (31).

4. A construction method for the cap steel sheet pile cofferdam structure lined with concrete formwork according to claim 2, characterized in that: The steps are as follows: S1: Determine the scope and location of the cofferdam, and drive multiple concrete load-bearing piles into the underwater ground within the scope; S2: driving a plurality of unit pile plates (11) one by one to build the outer sheet piles (1); S3: driving a connection template (3) into the inner side of the cofferdam, inserting the lower end of the connection template (3) into the underwater ground, and forming a connection pouring space (8), wherein the upper edge of the connection template (3) is lower than the upper edge of the outer sheet pile (1), and the lower edge of the connection template (3) is higher than the lower edge of the outer sheet pile (1); S4: A first transverse brace (4) and a second transverse brace (5) are built on the inner side of the cofferdam, wherein the first transverse brace (4) and the side of the connecting formwork (3) facing away from the outer sheet pile (1) are in contact with or relatively fixed, and the second transverse brace (5) and the side of the outer sheet pile facing the inner side of the cofferdam are in contact with or relatively fixed; S5: sucking water from the side of the connection formwork (3) away from the outer plate to form a foundation pit, and pouring concrete at the bottom of the foundation pit to form a foundation cushion layer (71), wherein the foundation cushion layer (71) is fixedly connected to the concrete load-bearing piles; S6: sucking out water from the connection pouring space (8), and pouring concrete into the space after draining it to form a plain concrete enclosure wall (81); S7: After the plain concrete enclosure wall (81) is formed, the connection template (3) and the first cross brace (4) are removed, and a cap casting space (7) is formed inside the plain concrete enclosure wall (81); S8: placing steel bars and pouring concrete into the cap pouring space (7) to form a bridge pier cap, wherein the bridge pier cap is fixedly connected to the pile head of the concrete load-bearing pile, the foundation cushion layer (71) and the plain concrete wall (81); S9: Remove the outer sheet piles (1) and the second cross brace (5).

5. The construction method of a cap steel sheet pile cofferdam structure lined with concrete formwork according to claim 4, characterized in that: An inner support body (6) is also provided between the outer sheet pile (1) and the connecting formwork (3), and opposite sides of the inner support body (6) are respectively in contact with the outer sheet pile (1) and the connecting formwork (3), and S6 also includes: inserting the inner support body (6) between the outer sheet pile (1) and the connecting formwork (3) before pumping water, and pulling out the inner support body (6) during the process of pouring concrete between the outer sheet pile (1) and the connecting formwork (3), and the liquid level rising speed of the concrete in the connecting pouring space (8) is the same as the moving speed of the inner support body (6) in the vertical direction.

6. The construction method of a cap steel sheet pile cofferdam structure lined with concrete formwork according to claim 5, characterized in that: The inner support body (6) comprises a supporting vertical rod (62) and an abutting roller (61), the length direction of the supporting vertical rod (62) is the vertical direction, there are a plurality of abutting rollers (61) which are rotatably arranged on opposite sides of the supporting vertical rod (62), and the rotation axis is the horizontal direction, the wheel surface of the abutting roller (61) rolls against the plate surface of the unit pile plate (11) or the plate surface of the connecting template (3), and the second cross support frame (5) is provided with a plurality of clearance holes (51) for the inner support body (6) to pass through, and a single clearance hole (51) allows one inner support body (6) to pass vertically.

7. The construction method of a cap steel sheet pile cofferdam structure lined with concrete formwork according to claim 6, characterized in that: A synchronization rod (63) is provided at the bottom of the connection casting space (8), and the length direction of the synchronization rod (63) is parallel to the arrangement direction of the multiple inner support bodies (6). When the inner support bodies (6) are inserted into the connection casting space (8), the synchronization rod (63) is relatively fixed with the multiple supporting vertical rods (62) in the vertical direction.

8. The construction method of a cap steel sheet pile cofferdam structure lined with concrete formwork according to claim 7, characterized in that: The connecting template (3) is provided with a mounting screw (32), the length direction of which is perpendicular to the plate surface of the connecting template (3). A plurality of temporary seats (33) are provided on the side of the connecting template (3) facing the outer sheet pile (1). The mounting screw (32) passes through the connecting template (3) and is threadedly connected to the temporary seats (33). A semicircular groove (331) is provided above the temporary seats (33). The synchronization rod (63) abuts against the bottom of the semicircular groove (331). A fastening elastic block (332) is fixedly connected to the notch of the semicircular groove (331). The fastening elastic block (332) abuts against the rod wall of the synchronization rod (63).

9. The construction method of a cap steel sheet pile cofferdam structure lined with concrete formwork according to claim 8, characterized in that: A matching groove (621) is provided at the bottom of the supporting vertical rod (62), and the matching groove (621) is for the synchronization rod (63) to be placed therein. A limit pin block (622) is slidably provided on the groove wall of the matching groove (621), and the sliding direction is horizontal and perpendicular to the length direction of the synchronization rod (63). A return spring (623) is connected between the limit pin block (622) and the supporting vertical rod (62). In a natural state, the limit pin block (622) blocks the notch of the matching groove (621). A matching wedge surface (6221) is formed below the limit pin block (622). When the matching wedge surface (6221) abuts against the synchronization rod (63), the limit pin block (622) moves and opens the notch of the matching groove (621).

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