Anti-sliding construction method for unbalance loading steel cofferdam and anti-sliding structure of unbalance loading steel cofferdam

Abstract

The invention discloses an anti-sliding construction method for an unbalance loading steel cofferdam and an anti-sliding structure of the unbalance loading steel cofferdam. The anti-sliding construction method comprises the steps that the steel cofferdam is arranged at a preset position on one side of a slope body and abuts against the slope body; the top, abutting against the steel cofferdam, of the slope body is subjected to flattening treatment; a plurality of notches for mounting anchoring piles are formed in the top of the slope body, and mounting grooves for communicating the notches with the steel cofferdam are formed in the top of the slope body; the anchoring pile is placed in the notch, and the anchoring pile is inserted and driven until the first preset requirement is met; the steel cofferdam is inserted and hit until a second preset requirement is met; at least one connecting part is laid in the mounting groove, and the two ends of the connecting part are fixedly connected with the anchoring piles and the steel cofferdam correspondingly; tensioning and anchoring the connecting part until the prestress of the connecting part reaches a preset standard; and concrete is poured on the connecting part for covering protection. The pressure of a slope body on the single side of the steel cofferdam is effectively counteracted, the requirement for counteracting unbalanced side pressure in the deep foundation pit cofferdam under the similar complex geological conditions is met, and the construction period is effectively shortened.

Description

Technical Field

[0001] The invention relates to the technical field of steel cofferdam construction, in particular to an anti-slip construction method for an eccentrically loaded steel cofferdam and an anti-slip mechanism thereof. Background Art

[0002] Steel cofferdam is a temporary structure mainly used for engineering operations in or under water to provide a dry construction environment. It is usually made of steel plates or steel sections, forming a closed or semi-enclosed space to separate the water body from the construction area. With the continuous development of the infrastructure industry and the advancement of construction technology, steel cofferdams have been widely used in various deep foundation pit construction. Steel cofferdams are suitable for supporting structures of foundation pit projects, onshore parts of construction projects, municipal projects, port projects, water conservancy projects, and foundation pits adjacent to water. However, when some steel cofferdams are constructed near the shore, the steel cofferdam is affected by the slope on one side, resulting in unilateral pressure overload, which can easily cause the steel cofferdam to slip.

[0003] In the prior art, the Chinese invention patent with the patent number "ZL201310192696.8" and the name "Anchoring method of steel cofferdam and steel cofferdam structure" specifically discloses a method for anchoring a steel cofferdam, "including: lowering the steel cofferdam to position it on the riverbed; obtaining a riverbed scan map, and obtaining the geological parameters of the current riverbed according to the riverbed scan map, wherein the geological parameters include the inclination angle and the height difference of the riverbed; selecting a steel box of the steel cofferdam according to the geological parameters, the structural characteristics of the steel cofferdam and the stress condition of the steel cofferdam. At least one steel box, the steel box is located between the compartments of the steel cofferdam; anchor piles are arranged in the at least one steel box, the anchor piles include anchor steel casings, the interior of the anchor steel casings is provided with anchor steel cages, and the bottom of the anchor steel cages is conical. Wherein, the anchor piles are arranged in the at least one steel box, including: lowering the anchor steel casings in the at least one steel box, forming holes by drilling tools to form punched holes; lowering the anchor steel cages to the bottom of the punched holes, and pouring anchor concrete according to the underwater concrete pouring process to form anchor piles. "This disclosed technical solution is mainly used to solve the problem of the steel cofferdam being planted on a large inclined exposed rock surface, and does not take into account how to eliminate the pressure of the slope on the side wall of the steel cofferdam when one side of the steel cofferdam abuts against the slope. Under the action of the slope, the steel cofferdam is prone to slippage.

[0004] In addition, when one side of the steel cofferdam contacts the slope, the pile length and the stability coefficient are nonlinearly positively correlated. The traditional method is usually to increase the pile length of the steel cofferdam, which can provide greater resistance to offset the pressure exerted by the slope. It can also improve the stability and bearing capacity of the steel cofferdam by combining different shapes and materials of the piles to offset the pressure exerted by the slope. Although these two traditional methods can play a role in anti-slip, they are likely to lead to a longer overall construction period, lower construction effectiveness, and higher construction costs. Summary of the invention

[0005] In view of the shortcomings of the prior art mentioned above, the technical problem to be solved by the present invention is to provide a construction method for anti-slip of an overloaded steel cofferdam and its anti-slip structure, which can effectively realize the simultaneous construction of anchor piles and steel cofferdams, while meeting similar complex geological conditions to offset unbalanced lateral pressure and effectively shorten the construction period.

[0006] In order to solve the above technical problems, the present invention proposes a construction method for anti-slip of an eccentrically loaded steel cofferdam, comprising: S100, placing a steel cofferdam at a predetermined position on one side of the slope and abutting the slope; leveling the top of the slope abutting the steel cofferdam; S200, a plurality of notches for installing anchor piles are provided at the top of the slope, and an installation groove connecting the notches and the steel cofferdam is provided at the top of the slope; S300, placing the anchor pile in the notch, and driving the anchor pile until a first predetermined requirement is met, wherein the first predetermined requirement is that the penetration of the anchor pile after driving for 1 minute is less than 20 mm; driving the steel cofferdam until a second predetermined requirement is met, wherein the second predetermined requirement is that the verticality of the corner piles at the four corners of the steel cofferdam and the actual position of the corner piles are checked to be consistent with the predetermined position on the design drawing; S400, laying at least one connection part in the installation groove, with the two ends of the connection part respectively fixedly connected to the anchor pile and the steel cofferdam; tensioning and anchoring the connection part until the prestress of the connection part reaches the prestress value required by the design; arranging a first purlin on the inner side of the side wall of the steel cofferdam abutting against the slope, and arranging a second purlin on the outer side of the anchor pile, the second purlin abutting against the outer side of the anchor pile; the second purlin is equal in height and parallel to the first purlin, one end of the connection part passes through the side wall of the steel cofferdam and is fixedly connected to the first purlin, and the other end of the connection part is fixedly connected to the first purlin; S500: After the connection part is tensioned, pour concrete on the connection part to cover and protect it.

[0007] Preferably, S100 further includes that the notches are arranged in a linear array in a direction parallel to the side wall of the steel cofferdam abutting the slope; or, the plurality of notches are divided into a plurality of units, and the units are arranged in a linear array in a direction parallel to the side wall of the steel cofferdam abutting the slope.

[0008] Preferably, in S300, the driving operation of the anchor piles and the steel cofferdam is performed synchronously.

[0009] Preferably, a guiding device is provided at the slot, and the guiding device comprises a guide frame and a plurality of guide beams, and the guide beams are arranged circumferentially along the guide frame to form a cage structure, and the guide frame is penetrated from top to bottom to ensure that the anchor pile is accurately inserted into the slot.

[0010] Preferably, the distance between the guide beams on opposite sides of the cage structure is 8 cm to 10 cm greater than the diameter or side length of the anchor pile.

[0011] Preferably, the first cofferdam purlin is arranged 0.3m~0.5m downward from the top of the steel cofferdam.

[0012] Preferably, a support portion is fixed on each of the anchor piles, and the second surrounding purlin is placed on the support portion.

[0013] The present invention also provides an anti-slip structure, including a steel cofferdam with one side abutting against a slope, a plurality of anchor piles arranged on the top of the slope, a plurality of installation grooves are opened between the anchor piles and the side walls of the steel cofferdam abutting against the slope, at least one connecting structure is arranged in the installing groove, one end of the connecting structure is fixedly connected to the anchor piles, and the other end of the connecting structure is fixedly connected to the side wall of the steel cofferdam abutting against the slope; the connecting structure is covered with concrete.

[0014] Preferably, the connection structure includes a connecting portion, a first purlin and a second purlin, the first purlin is arranged on the outside of the anchor pile, the second purlin is arranged on the inner side of the steel cofferdam side wall abutting the slope, one end of the connecting portion is connected to the steel cofferdam side wall, and the other end of the connecting portion is connected to the anchor pile.

[0015] As described above, the present invention relates to an anti-slip construction method for an eccentrically loaded steel cofferdam and an anti-slip structure thereof, which have the following beneficial effects: The present invention places a steel cofferdam at a predetermined position near the bank, with one side of the steel cofferdam abutting against the slope, and by leveling the top of the slope, marking the distribution position of the notch on the top of the slope according to predetermined requirements and opening it, placing anchor piles in the notch through a guide device, and then synchronously inserting and driving the anchor piles and the steel cofferdam. A plurality of installation grooves for installing connecting parts are provided at the notch connecting the steel cofferdam, and the anchor piles and the steel cofferdam are fixedly connected through the connecting parts, the tensioned connecting parts are anchored, and concrete is poured on the connecting parts for covering and protection. The present invention can effectively offset the pressure of the slope on one side of the steel cofferdam, and can meet the requirements of offsetting the unbalanced side pressure in the deep foundation pit cofferdam under similar complex geological conditions, so as to reduce the slippage of the steel cofferdam, effectively shorten the construction period, and save construction costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 A schematic flow chart of a construction method for anti-slipping of an eccentrically loaded steel cofferdam provided in one embodiment of the present invention.

[0017] Figure 2 A top view of the connection between a steel cofferdam and anchor piles provided in one embodiment of the present invention.

[0018] Figure 3 for Figure 2 A partial enlarged view of .

[0019] Figure 4 A side sectional view of the connection between a steel cofferdam and anchor piles provided in one embodiment of the present invention.

[0020] Figure 5 Schematic diagram of the second purlin being set on the anchor pile.

[0021] Description of reference numerals: 100, steel cofferdam; 200, slope; 300, notch; 400, anchor pile; 500, connection part; 600, first purlin; 700, second purlin; 800, support part. DETAILED DESCRIPTION

[0022] The following is a description of the implementation of the present invention by means of specific embodiments. Those skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification.

[0023] It should be noted that the structures, proportions, sizes, etc. illustrated in the drawings of this specification are only used to match the contents disclosed in the specification for people familiar with this technology to understand and read, and are not used to limit the limiting conditions for the implementation of the present invention, so they have no substantial technical significance. Any modification of the structure, change of the proportion relationship or adjustment of the size should still fall within the scope of the technical content disclosed by the present invention without affecting the effects and purposes that can be achieved by the present invention. At the same time, the terms such as "upper", "lower", "left", "right", "middle" and so on quoted in this specification are only for the convenience of description, and are not used to limit the scope of the implementation of the present invention. The change or adjustment of the relative relationship should also be regarded as the scope of the implementation of the present invention without substantially changing the technical content.

[0024] like Figures 1 to 5 As shown, the anti-slip construction method of the eccentrically loaded steel cofferdam provided in the embodiment of the present invention comprises the following steps: S100, placing the prepared steel cofferdam 100 on one side of the slope, including but not limited to a predetermined position on the river beach, the outer side wall of the steel cofferdam 100 on the bank side abuts the slope 200, and in addition to being used for the river beach, the steel cofferdam 100 can also be placed in similar complex geological areas, such as beaches, mountainous areas, etc. Before inserting the anchor pile, it is necessary to level the top of the slope 200 abutting against one side of the steel cofferdam 100 so as to open the notch 300. Specifically, firstly, preparatory work is carried out to clean up the debris in the construction area, and the top of the slope 200 is flattened by heavy machinery to ensure the flatness of the site where the anchor pile is to be inserted. Then, the top of the slope 200 is compacted to improve the bearing capacity of the top of the slope and prevent the construction area of ​​the top of the slope from settling in the subsequent construction. For special circumstances, the construction personnel can also harden the site after leveling according to the specific construction conditions, such as laying gravel, concrete cushion, etc. in the leveling site area to provide a more stable construction platform. Finally, after the site is leveled, the construction personnel use the total station and level to measure the actual installation position and elevation of each anchor pile according to the design elevation of the anchor pile and the theoretical coordinates of the anchor pile position, so as to obtain the position parameters of the slot 300 at the top of the slope, mark the exact position of the slot at the top of the slope, and determine the working surface of the slot. Among them, the depth of the slot opening needs to be determined comprehensively based on factors such as the design length of the anchor pile, geological conditions, and the required anchoring force, so as to ensure that the anchor pile can provide sufficient stability and bearing capacity. It should be noted that there is no order limit between leveling the top of the slope and placing the steel cofferdam 100 at a predetermined position on one side of the slope 200.

[0025] Furthermore, if Figure 2 As shown, when marking the exact position of each notch 300 at the top of the slope, a single notch 300 can be arranged as a unit, that is, each notch 300 is arranged in a linear array along the direction parallel to the side wall of the steel cofferdam abutting the slope 200; or, multiple notches 300 can be divided into multiple units for arrangement, wherein one unit includes multiple notches, and the marks of each unit are arranged in a linear array along the direction parallel to the side wall of the steel cofferdam abutting the slope 200. By accurately marking the position of the notch, the accuracy and consistency during construction can be ensured, and structural problems or construction errors caused by position deviation can be avoided.

[0026] S200, according to the notch mark, a plurality of notches 300 for installing anchor piles are opened at the top of the slope. During the opening process of the notches 300, the elevation is re-measured at any time to avoid the situation where the notch depth is too deep or too shallow. After each notch is opened, a fence protection needs to be set around the notch, and a warning sign needs to be hung. A guide device (not shown in the figure) is set at the notch 300. Among them, the guide device includes a guide frame and a plurality of guide beams. The guide beams are arranged along the circumference of the guide frame to form a cage structure. The guide beams and the guide frame are connected and fixed with clamping bolts at the connection point. The guide frame is connected from top to bottom to ensure that the anchor pile 400 is accurately inserted into the notch 300. Since the anchor pile 400 can be a circular pile, a square pile or other different styles, the distance between the guide beams on the opposite sides of the cage structure is greater than the diameter or side length of the anchor pile by 8cm~10cm, so that the anchor pile can smoothly pass through the cage structure, avoiding interference between the cage structure and the anchor pile during the subsequent insertion process, and failing to meet the verticality requirements of the anchor pile 400. After the notch 300 is opened, a plurality of installation grooves (not shown in the figure) are opened on the top of the slope. When the installation grooves are opened, one end of the installation groove needs to be opened downward at the top of the slope near the notch 300, and the other end of the installation groove extends along the side wall of the steel cofferdam abutting the slope until it is connected to the steel cofferdam, so that one end of the installation groove is connected to the notch 300, and the other end is connected to the steel cofferdam 100 for the subsequent installation of the connecting part 500. When opening the installation groove, the groove depth of the installation groove can be determined by the construction personnel according to the actual working conditions.

[0027] S300, the anchor pile 400 is guided and placed in the notch 300 by the guide device to meet the verticality requirement of the initial insertion. After the anchor pile 400 is installed in place, the anchor pile 400 is inserted and driven by the driving equipment until the anchor pile 400 meets the first predetermined requirement, and the first predetermined requirement is: the penetration of the anchor pile after the driving equipment is driven for 1 minute is less than 20mm. The steel cofferdam 100 is driven and driven until the steel cofferdam 100 meets the second predetermined requirement. The second predetermined requirement includes: before the main body of the steel cofferdam 100 is driven, the position of the corner piles at the four corners of the steel cofferdam 100 needs to be re-measured, and the position includes confirming the verticality of the corner piles at the four corners of the steel cofferdam and checking whether the actual position of the corner pile is consistent with the predetermined position on the design drawing, including the deviation in the horizontal direction, ensuring the correct position of the corner piles at the four corners, avoiding tilting, and thus ensuring the stability and accuracy of the entire steel cofferdam. Then, the steel sheet piles on the main body of the steel cofferdam are driven and driven by the driving equipment. It should be noted that the anchor piles and the steel cofferdam can be driven in sequence or simultaneously. In this embodiment, the steel cofferdam and the anchor piles are preferably driven in simultaneously, which can effectively improve construction efficiency and shorten construction period.

[0028] Specifically, before driving, a suitable driving device is selected according to the type of the anchor pile 400, and the driving device can preferably be a crawler crane and a vibrating hammer. The anchor pile 400 is inserted into the slot 300 through the guide device. After meeting the verticality requirements of the initial driving, each anchor pile 400 is driven in turn by the driving device, and the anchor pile body can be ensured to remain in a vertical state during the driving process under the action of the guide device. When the penetration of the anchor pile after driving the driving device for 1 minute is less than 20mm, the driving is stopped, and the penetration of the anchor pile 400 reaches the predetermined requirement. It should be noted that when the bottom of the anchor pile 400 encounters a hard object, the driving of the anchor pile 400 is likely to cause the anchor pile body to deviate. At this time, the hard object should be cleaned in time before the anchor pile is driven; or, a water jet hole method is used to cut the soil body through high-pressure water to disperse the geological layer, so that the friction between the anchor pile and the soil body is reduced to ensure that the depth and penetration of the anchor pile meet the predetermined requirements. During the insertion process, in order to calibrate the verticality of the anchor pile 400 and the steel cofferdam 100 at any time, it is necessary to monitor and record the verticality of the anchor pile 400 and the steel cofferdam 100, and compare the recorded verticality with the survey data and design data, so that timely feedback can be given if there are large differences in geological phenomena. In this process, if the verticality of the anchor pile and / or the steel cofferdam deviates, the construction personnel need to adjust the anchor pile 400 and the steel cofferdam 100 until the anchor pile 400 meets the first predetermined requirement and the steel cofferdam 100 meets the second predetermined requirement, and then continue to insert and insert until the insertion is completed; if the verticality of the anchor pile 400 and the steel cofferdam 100 meets the predetermined requirements during the insertion process, the next process is entered.

[0029] S400, at least one connection part 500 is laid in the installation groove, and the two ends of the connection part 500 are respectively fixedly connected to the anchor pile 400 and the steel cofferdam 100. In this embodiment, the number of connection parts may preferably be 2, and the connection part 500 is distributed on both sides of a single anchor pile or a plurality of anchor piles. Tension the anchor connection part 500 (i.e., enhance the stability and bearing capacity of the connection part structure by prestressing) until the prestress of the connection part 500 reaches a predetermined standard, i.e., the tensioning force of the connection part 500 reaches the prestress value required by the design. Among them, the connection part 500 is preferably threaded steel. When the connection part 500 is laid in the installation groove, a protective PVC pipe is provided on the connection part 500 to increase the service life of the connection part 500.

[0030] Furthermore, the construction personnel can select the first purlin 600 and the second purlin 700 of suitable material and size according to the design requirements, install the first purlin 600 on the inner side of the side wall where the steel cofferdam 100 abuts against the slope 200, and install the second purlin 700 on the outer side of the anchor pile 400, the second purlin 700 abuts against the outer side of the anchor pile 400, and the second purlin 700 and the first purlin 600 are at the same height and parallel. One end of the connecting part 500 passes through the side wall of the steel cofferdam 100 and is fixedly connected to the first purlin 600, and the other end of the connecting part 500 is fixedly connected to the second purlin 700. The fixed connection method can be welding or bolt connection, so that the steel cofferdam 100 and the anchor pile 400 form a whole, which can effectively eliminate the eccentric load sliding caused by the pressure of the slope 200 on the single side wall of the steel cofferdam 100. After the first purlin 600 is connected to the second purlin 700 through the connection part 500, in order to ensure that the prestress of the connection part 500 reaches the predetermined standard and is evenly stressed, each connection part is anchored and tensioned by a tensioning anchor device. The tensioning method is preferably a single-end three-stage tensioning method (i.e., the connection part 500 is tensioned in three stages to ensure that the prestress of the connection part is evenly and effectively transmitted), so that the prestress of each connection part 500 reaches the predetermined requirement, so as to improve the bearing capacity and durability of the connection part. In this embodiment, the first purlin 600 is arranged on the side wall of the steel cofferdam, and its arrangement position includes but is not limited to 0.3m~0.5m downward from the top of the steel cofferdam.

[0031] Furthermore, when installing the first purlin 600 and the second purlin 700, the construction personnel are required to measure the installation position of the first purlin 600 on the inner side of the side wall where the steel cofferdam 100 abuts against the slope 200, and mark the first support frame on the inner side wall of the steel cofferdam 100 abutting against the slope. The installation position of the second purlin 700 is measured on the pile body outside the anchor pile 400 and the second support frame is marked. Then, the support part 800 is installed according to the mark, and several support parts 800 are fixed on the inner side wall of the steel cofferdam 100 to form a first support frame, and several support parts 800 are fixed on the pile body outside the anchor pile 400 to form a second support frame. The support part 800 can be fixed by welding or by bolt connection. The support part 800 can be adjusted according to the model of the first purlin 600 and the second purlin 700. After the support part 800 is fixed, the first purlin 600 needs to be placed on the first support frame, and the first purlin 600 abuts against the side wall of the steel cofferdam; the second purlin 700 is placed on the second support frame, and the second purlin 700 abuts against the outer wall of the anchor pile. Then measure whether the height of the first purlin 600 and the second purlin 700 meets the predetermined standard to ensure that the first purlin 600 and the second purlin 700 are of the same height. Among them, the support part 800 includes but is not limited to a triangular bracket.

[0032] S500. After the tensioning of each connection part is completed, concrete is poured on the connection part to cover and protect it, so as to prevent the connection part 500 from being deformed by force and affecting its use.

[0033] like Figure 4 and Figure 5 As shown, the anti-slip structure provided by the embodiment of the present invention includes a steel cofferdam 100 with one side abutting against the slope 200, a plurality of anchor piles 400 arranged at the top of the slope, and a plurality of installation grooves are provided between the anchor piles 400 and the side wall of the steel cofferdam abutting against the slope 200. At least one connection structure is arranged in the installation groove, and in this embodiment, two connection structures are preferably arranged in the installation groove. One end of the connection structure is fixedly connected to the anchor pile 400, and the other end of the connection structure is fixedly connected to the side wall of the steel cofferdam abutting against the slope. The connection structure is covered with concrete, which can effectively provide tension to offset the pressure of the slope on one side of the steel cofferdam, greatly reducing the risk of the steel cofferdam slipping under the pressure of the slope.

[0034] Further, the connection structure includes a connection part 500, a first purlin 600 and a second purlin 700, wherein the first purlin 600 is arranged outside the anchor pile 400, and the second purlin 700 is arranged inside the side wall of the steel cofferdam abutting against the slope, and one end of the connection part 500 is connected to the side wall of the steel cofferdam 100, and the other end of the connection part 500 is connected to the anchor pile 400. For details, please refer to the above-mentioned first purlin and second purlin installation steps, which will not be repeated here.

[0035] In summary, the present invention can effectively offset the pressure of the slope on one side of the steel cofferdam, and can meet the requirement of offsetting the unbalanced side pressure in the deep foundation pit cofferdam under similar complex geological conditions, so as to reduce the slippage of the steel cofferdam, effectively shorten the construction period and save construction costs.

[0036] The above embodiments are merely illustrative of the principles and effects of the present invention, and are not intended to limit the present invention. Anyone familiar with the art may modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by a person of ordinary skill in the art without departing from the spirit and technical concept disclosed by the present invention shall still be covered by the claims of the present invention.

Claims

1. A construction method for anti-slip of eccentrically loaded steel cofferdam, It is characterized in that include: S100, placing the steel cofferdam (100) at a predetermined position on one side of the slope (200) and abutting against the slope (200); Level the top of the slope that abuts the steel cofferdam; S200, a plurality of notches (300) for installing anchor piles are provided at the top of the slope, and an installation groove connecting the notches (300) and the steel cofferdam (100) is provided at the top of the slope; S300, placing an anchor pile (400) in the notch (300), and driving the anchor pile (400) until a first predetermined requirement is met, wherein the first predetermined requirement is that the penetration of the anchor pile (400) after driving for 1 minute is less than 20 mm; and driving the steel cofferdam until a second predetermined requirement is met, wherein the second predetermined requirement is that the verticality of the corner piles at the four corners of the steel cofferdam and the actual positions of the corner piles are checked to be consistent with the predetermined positions on the design drawings; S400, laying at least one connection part (500) in the installation groove, wherein the two ends of the connection part (500) are respectively fixedly connected to the anchor pile (400) and the steel cofferdam (100); tensioning and anchoring the connection part (500) until the prestress of the connection part (500) reaches the prestress value required by the design; arranging a first purlin (600) on the inner side of the side wall of the steel cofferdam (100) abutting against the slope (200); A second purlin (700) is arranged outside the anchor pile (400), and the second purlin (700) is in contact with the outside of the anchor pile (400); the second purlin (700) is at the same height and parallel to the first purlin (600); one end of the connecting portion (500) passes through the side wall of the steel cofferdam (100) and is fixedly connected to the first purlin (600), and the other end of the connecting portion (500) is fixedly connected to the second purlin (700); S500: After the connection part (500) is tensioned, concrete is poured on the connection part (500) to cover and protect it.

2. The construction method for anti-slip of the eccentrically loaded steel cofferdam according to claim 1, It is characterized in that In S100, the notches are arranged in a linear array along a direction parallel to the side wall of the steel cofferdam abutting the slope body (200); or, the plurality of notches are divided into a plurality of units, and the units are arranged in a linear array along a direction parallel to the side wall of the steel cofferdam abutting the slope body (200).

3. The anti-slip construction method of the eccentrically loaded steel cofferdam according to claim 1, It is characterized in that In the S300, the driving operation of the anchor pile (400) and the steel cofferdam (100) is performed synchronously.

4. The anti-slip construction method of the eccentrically loaded steel cofferdam according to claim 1 or 2, It is characterized in that A guide device is provided at the slot (300), the guide device comprising a guide frame and a plurality of guide beams, the guide beams are arranged along the circumference of the guide frame to form a cage structure, and the guide frame is penetrated from top to bottom to ensure that the anchor pile is accurately inserted into the slot.

5. The construction method for anti-slip of the eccentrically loaded steel cofferdam according to claim 4, It is characterized in that The distance between the guide beams on opposite sides of the cage structure is greater than the diameter or side length of the anchor pile by 8 cm to 10 cm.

6. The construction method for anti-slip of an eccentrically loaded steel cofferdam according to claim 1, It is characterized in that The first cofferdam purlin (600) is arranged 0.3m to 0.5m downward from the top of the steel cofferdam.

7. The construction method for anti-slip of the eccentrically loaded steel cofferdam according to claim 6, It is characterized in that A support part (800) is fixedly arranged on each of the anchor piles, and the second surrounding purlin (700) is placed on the support part (800).

8. An anti-slip structure for use in the construction method according to any one of claims 1 to 7, comprising a steel cofferdam (100) with one side abutting against a slope, It is characterized in that A plurality of anchor piles (400) are arranged at the top of the slope, a plurality of installation grooves are provided between the anchor piles (400) and the side wall of the steel cofferdam abutting the slope, at least one connection structure is arranged in the installation groove, one end of the connection structure is fixedly connected to the anchor piles (400), and the other end of the connection structure is fixedly connected to the side wall of the steel cofferdam abutting the slope; the connection structure is covered with concrete.

9. The anti-slip structure according to claim 8, It is characterized in that The connection structure comprises a connection portion (500), a first purlin (600) and a second purlin (700), wherein the first purlin (600) is arranged outside the anchor pile (400), and the second purlin (700) is arranged inside a side wall of a steel cofferdam abutting against a slope, one end of the connection portion (500) is connected to the side wall of the steel cofferdam (100), and the other end of the connection portion (500) is connected to the anchor pile (400).

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