A temporary anchoring method for cable hoisting system

Abstract

The present invention discloses a temporary anchoring method for a cable hoisting system, the method comprising: 1. excavating a foundation pit structure; 2. installing a bottom anchoring structure; 3. pouring an anti-thrust assembly and fixing a steel strand; 4. filling the foundation pit structure; 5. removing the end anchoring beams, steel strands and columns. The present invention horizontally installs the end anchoring beams on the side walls of the anchoring foundation pit in order to transmit the horizontal thrust to the anti-thrust piles and increase the anti-overturning moment of the overall structure; the end anchoring beams, steel strands and columns are removed later, the construction is simple, there is no large amount of concrete pouring and complex formwork construction, the waste materials on the construction site are fully utilized, and the later removal and recultivation are very convenient.

Description

Technical Field

[0001] The invention belongs to the technical field of arch bridge construction, and in particular relates to a temporary anchoring method for a cable hoisting system. Background Art

[0002] During the construction of arch bridges, for flexible suspension bridges with relatively low load levels, such as landscape bridges for people and animals in mountainous areas or in parks, the anchors are relatively small in tonnage, so some simple structures are generally used for anchoring. For example, the main cable of the wire rope is wrapped around concrete or wooden beams and then buried in the ground. However, due to its small tonnage and poor reliability, it is easy to produce horizontal displacement, and the anchoring effect is not ideal; and the hoisting system of the arch bridge cable crane construction involves the anchoring system. If it is made into a permanent structure, it is safe and reliable, but the cost is relatively high, the process is complicated, the construction period is long, and it is very difficult to dismantle it later. Therefore, the permanent anchoring system is generally suitable for large-span suspension bridge structures; and if temporary anchoring is used, due to the lack of corresponding specifications and standards, there are relatively high load requirements in most cases, and the existing temporary anchoring structure is difficult to meet the requirements. Summary of the invention

[0003] The technical problem to be solved by the present invention is to provide a temporary anchoring method for a cable lifting system in view of the deficiencies in the above-mentioned prior art, wherein an end anchoring beam is horizontally installed on the side wall of the anchoring pit in order to transmit the horizontal thrust to the anti-thrust piles and increase the anti-overturning moment of the overall structure; the end anchoring beam, steel strands and columns are dismantled at a later stage, the construction is simple, there is no large amount of concrete pouring and complicated formwork construction, the waste materials on the construction site are fully utilized, and the later dismantling and recultivation are very convenient.

[0004] In order to solve the above technical problems, the technical solution adopted by the present invention is: a temporary anchoring method for a cable hoisting system, characterized in that the method comprises the following steps:

[0005] Step 1, excavation of foundation pit structure: vertically excavating an anchor foundation pit on the ground far away from the main cable of the bridge; excavating a pre-buried foundation pit on one side of the anchor foundation pit, the pre-buried foundation pit is arranged between the anchor foundation pit and the main cable of the bridge, the pre-buried foundation pit and the anchor foundation pit are connected, and a foundation pit structure is obtained; wherein the depth of the anchor foundation pit is 4m to 6m, the bottom surface of the pre-buried foundation pit is an inclined surface, and the bottom surface of the pre-buried foundation pit gradually tilts upward in the direction away from the anchor foundation pit;

[0006] Step 2: Install the bottom anchoring structure. The process is as follows:

[0007] Step 201, horizontally installing an end anchoring crossbeam on the side wall of the anchoring pit; wherein the end anchoring crossbeam is arranged at the bottom of the anchoring pit, and the end anchoring crossbeam is arranged on a side of the anchoring pit away from the main cable of the bridge;

[0008] Step 202: installing a plurality of first installation sleeves at the bottom of the anchor pit, and installing a plurality of second installation sleeves at the bottom of the pre-buried pit, wherein the number of the first installation sleeves and the second installation sleeves are equal and correspond one to one, and the corresponding first installation sleeves and the second installation sleeves are connected;

[0009] Inserting a steel strand into the corresponding first installation sleeve and the second installation sleeve, inserting one end of the steel strand on the end anchoring beam, and extending the other end of the steel strand to the ground after passing through the second installation sleeve;

[0010] Step 203: pour concrete on the first installation sleeve and the second installation sleeve to form a first bottom plate in the anchor pit and a second bottom plate in the pre-buried pit, the first bottom plate and the second bottom plate are connected to obtain a bottom anchoring structure constructed at the bottom of the pit structure; four column insertion holes are reserved on the concrete structure located in the anchor pit in the bottom anchoring structure, and the four column insertion holes are respectively arranged at the four top corners of the anchor pit;

[0011] Step 3: Cast the anti-thrust components and fix the steel strands. The process is as follows:

[0012] Step 301, vertically cast anti-thrust piles between the pre-buried foundation pit and the main cable of the bridge, set steel mesh on the anti-thrust piles, and the steel mesh is arranged on the outer side of the anti-thrust piles close to the foundation pit structure; install a locking saddle on the top of the anti-thrust piles;

[0013] Step 302: Cast a thrust beam between the anti-thrust pile and the second bottom plate, wherein the thrust beam is horizontally arranged between the anti-thrust pile and the second bottom plate, one end of the thrust beam is connected to the second bottom plate, and the other end of the thrust beam is connected to the anti-thrust pile;

[0014] Step 303, installing the end of the steel strand extending to the ground on the locking saddle;

[0015] Step 4: Fill the foundation pit structure. The process is as follows:

[0016] Step 401: vertically install the columns in the four column insertion holes, use a plurality of tie bands to wrap between two adjacent columns to form an edge filling cavity between the two adjacent columns, fill the edge filling cavity with sand and gravel to form a sand and gravel layer; the four columns, the sand and gravel layer and the first bottom plate surround the middle filling cavity;

[0017] Step 402, filling the middle filling cavity with waste rock to form a filling layer; wherein the vertical distance between the top surface of the filling layer and the top surface of the anchor pit is 4m to 6m;

[0018] Step 403: backfill soil into the pre-buried foundation pit until it is flush with the ground;

[0019] Step 5. Remove the end anchoring beams, steel strands and columns: After the main cables of the bridge are installed, release the fixation of the steel strands from the end anchoring beams and the saddles, and pull the steel strands out of the second installation sleeve and the first installation sleeve from the saddles; remove the four columns and the end anchoring beams in the anchor pit; dig out the filling layer until the top of the filling layer is flush with the ground.

[0020] The above-mentioned temporary anchoring method for a cable hoisting system is characterized in that: in step one, the slope of the bottom surface of the pre-buried foundation pit ranges from 1:1 to 1:2.

[0021] The above-mentioned temporary anchoring method for a cable hoisting system is characterized in that: in step 202, multiple first installation sleeves are arranged along the length direction of the anchoring pit, the length of the first installation sleeve is equal to the width of the anchoring pit, the diameter of the first installation sleeve is smaller than the height of the end anchoring beam; the diameter of the second installation sleeve is equal to the diameter of the first installation sleeve.

[0022] The above-mentioned temporary anchoring method for a cable hoisting system is characterized in that: in step 203, the height of the bottom anchoring structure is not greater than the height of the end anchoring beam.

[0023] The above-mentioned temporary anchoring method for a cable hoisting system is characterized in that: in step 401, the column is installed in the column insertion hole by bolts or welding, and the multiple tie bands between two adjacent columns are evenly arranged along the height direction of the column.

[0024] Compared with the prior art, the present invention has the following advantages:

[0025] 1. The present invention excavates an anchor pit and a pre-buried pit on the ground far away from the main cable of the bridge, which can not only realize the installation of the steel strands, but also limit the installation angle of the steel strands, avoiding the need to manually adjust the position of the steel strands in subsequent construction, saving construction procedures and improving construction efficiency.

[0026] 2. The present invention horizontally installs the end anchoring beam on the side wall of the anchoring foundation pit in order to transmit the horizontal thrust to the anti-thrust piles and increase the anti-overturning moment of the overall structure.

[0027] 3. The present invention pours concrete on the first installation sleeve and the second installation sleeve to preliminarily reinforce the first installation sleeve and the second installation sleeve to prevent subsequent position deviation.

[0028] 4. The present invention utilizes a thrust beam to connect the cast bottom anchor structure and the anti-thrust pile, and transmits the force received by the bottom anchor structure to the anti-thrust pile, so as to prevent the bottom anchor structure from breaking during use.

[0029] 5. The present invention backfills the anchoring foundation pit and the pre-buried foundation pit, and performs secondary reinforcement on the first installation sleeve and the second installation sleeve, thereby ensuring the overall construction effect.

[0030] 6. The invention removes the end anchor beams, steel strands and columns in the later stage, which is simple to construct without a large amount of concrete pouring and complicated formwork construction, making full use of waste materials on the construction site, and is very convenient for later removal and recultivation.

[0031] To sum up, the present invention horizontally installs the end anchoring beam on the side wall of the anchoring pit in order to transmit the horizontal thrust to the anti-thrust piles and increase the anti-overturning moment of the overall structure; the end anchoring beam, steel strands, and columns are dismantled in the later stage, and the construction is simple, without a large amount of concrete pouring and complicated formwork construction, which makes full use of the waste materials on the construction site and is very convenient for dismantling and recultivating the land in the later stage.

[0032] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 It is a structural schematic diagram of the foundation pit structure of the present invention.

[0034] Figure 2 It is a schematic diagram of the construction status of the bottom anchoring structure of the suspension according to the present invention.

[0035] Figure 3 It is a schematic diagram of the positional relationship among the first base plate, the sand and gravel layer and the columns of the present invention.

[0036] Figure 4 It is a schematic diagram of the construction status of the foundation pit filling structure of the present invention.

[0037] Figure 5 It is a schematic diagram of the connection relationship between the steel strand and the locking saddle of the present invention.

[0038] Figure 6 It is a flowchart of the present invention.

[0039] Description of reference numerals:

[0040] 1—end anchor beam; 4—bottom anchor structure; 6—anti-thrust pile;

[0041] 7—locking saddle; 8—thrust beam; 9—post;

[0042] 10—tension belt; 11—sand and gravel layer; 12—filling layer;

[0043] 13—ground; 14—anchor foundation pit; 15—pre-buried foundation pit;

[0044] 16—Stranded steel wire. DETAILED DESCRIPTION

[0045] like Figures 1 to 6 A temporary anchoring method for a cable hoisting system is shown, the method comprising the following steps:

[0046] like Figure 1 As shown, step 1, excavating a foundation pit structure: vertically excavating an anchor foundation pit 14 on the ground 13 away from the main cable of the bridge; excavating a pre-buried foundation pit 15 on one side of the anchor foundation pit 14, the pre-buried foundation pit 15 is arranged between the anchor foundation pit 14 and the main cable of the bridge, and the pre-buried foundation pit 15 is connected with the anchor foundation pit 14 to obtain a foundation pit structure; wherein, the depth of the anchor foundation pit 14 is 4m to 6m, the bottom surface of the pre-buried foundation pit 15 is an inclined surface, and the bottom surface of the pre-buried foundation pit 15 gradually tilts upward in a direction away from the anchor foundation pit 14;

[0047] like Figure 2 As shown, step 2, install the bottom anchoring structure, the process is as follows:

[0048] Step 201, horizontally installing the end anchoring beam 1 on the side wall of the anchoring pit 14; wherein the end anchoring beam 1 is arranged at the bottom of the anchoring pit 14, and the end anchoring beam 1 is arranged on the side of the anchoring pit 14 away from the main cable of the bridge;

[0049] Step 202: Install a plurality of first installation sleeves at the bottom of the anchor pit 14, and install a plurality of second installation sleeves at the bottom of the embedded pit 15, wherein the number of the first installation sleeves and the second installation sleeves are equal and correspond one to one, and the corresponding first installation sleeves and the second installation sleeves are connected;

[0050] A steel strand 16 is inserted into the corresponding first installation sleeve and the second installation sleeve, one end of the steel strand 16 is inserted into the end anchor beam 1, and the other end of the steel strand 16 passes through the second installation sleeve and extends to the ground 13;

[0051] Step 203: pour concrete on the first installation sleeve and the second installation sleeve to form a first bottom plate in the anchor pit 14 and a second bottom plate in the embedded pit 15. The first bottom plate and the second bottom plate are connected to obtain a bottom anchoring structure 4 constructed at the bottom of the pit structure; four column insertion holes are reserved on the concrete structure of the bottom anchoring structure 4 located in the anchor pit 14, and the four column insertion holes are respectively arranged at the four top corners of the anchor pit 14;

[0052] Step 3: Cast the anti-thrust components and fix the steel strands. The process is as follows:

[0053] Step 301, vertically cast an anti-thrust pile 6 between the pre-buried foundation pit 15 and the main cable of the bridge, and arrange a steel mesh on the anti-thrust pile 6, wherein the steel mesh is arranged on the outer side of the anti-thrust pile 6 close to the foundation pit structure; and install a locking saddle 7 on the top of the anti-thrust pile 6;

[0054] Step 302: Cast a thrust beam 8 between the anti-thrust pile 6 and the second bottom plate. The thrust beam 8 is horizontally arranged between the anti-thrust pile 6 and the second bottom plate. One end of the thrust beam 8 is connected to the second bottom plate, and the other end of the thrust beam 8 is connected to the anti-thrust pile 6.

[0055] Step 303, the end of the steel strand 16 extending to the ground 13 is installed on the locking saddle 7;

[0056] like Figure 3 and Figure 4 As shown, step 4, filling the foundation pit structure, the process is as follows:

[0057] Step 401, vertically install the columns 9 in the four column insertion holes, use a plurality of tie bands 10 to wrap between two adjacent columns 9, form an edge filling cavity between the two adjacent columns 9, fill the edge filling cavity with sand and gravel to form a sand and gravel layer 11; the four columns 9, the sand and gravel layer 11 and the first bottom plate surround the middle filling cavity;

[0058] Step 402, filling the middle filling cavity with waste rock to form a filling layer 12; wherein the vertical distance between the top surface of the filling layer 12 and the top surface of the anchor pit 14 is 4m to 6m;

[0059] Step 403, backfilling the pre-buried foundation pit 15 with soil until it is flush with the ground 13;

[0060] Step 5, remove the end anchoring beams, steel strands and columns: After the main cable of the bridge is installed, release the fixation of the steel strand 16 from the end anchoring beam 1 and the saddle 7, and pull the steel strand 16 out of the second installation sleeve and the first installation sleeve from the saddle 7; remove the four columns 9 and the end anchoring beam 1 in the anchor pit 14; dig out the filling layer 12 until the top of the filling layer 12 is flush with the ground 13.

[0061] In actual use, the cable hoisting system in the suspension bridge structure mainly includes a cable tower, a main cable of the main cable system, a traction cable, a lifting cable, a winch system, an anchor, a cable buckle system, etc. The present invention excavates an anchor foundation pit 14 and a pre-buried foundation pit 15 on the ground 13 away from the main cable of the bridge, which can not only realize the installation of the steel strand 16, but also limit the installation angle of the steel strand 16, avoiding the need to manually adjust the position of the steel strand 16 in the subsequent construction, saving construction procedures and improving construction efficiency.

[0062] The present invention horizontally installs the end anchoring beam 1 on the side wall of the anchoring foundation pit 14 in order to transmit the horizontal thrust to the anti-thrust pile 6 and increase the anti-overturning moment of the overall structure.

[0063] In the present invention, concrete is poured on the first installation sleeve and the second installation sleeve to preliminarily reinforce the first installation sleeve and the second installation sleeve to prevent subsequent position deviation.

[0064] The present invention utilizes a thrust beam 8 to connect the cast bottom anchor structure 4 and the anti-thrust pile 6, so as to transfer the force received by the bottom anchor structure 4 to the anti-thrust pile 6, thereby preventing the bottom anchor structure 4 from breaking during use.

[0065] The present invention backfills the anchoring foundation pit 14 and the pre-buried foundation pit 15, and performs secondary reinforcement on the first installation sleeve and the second installation sleeve, thereby ensuring the overall construction effect.

[0066] The present invention removes the end anchor beam 1, the steel strand 16, and the column 9 in the later stage, and the construction is simple, without a large amount of concrete pouring and complicated formwork construction, and fully utilizes the waste materials on the construction site, and the later removal and reclamation are very convenient.

[0067] In actual use, it is necessary to temporarily fix the main cable of the bridge, and use the steel strand 16 to temporarily connect with the main cable of the bridge. By temporarily anchoring the steel strand 16, the temporary anchoring of the main cable of the bridge is achieved. Therefore, in order not to affect the construction of the main cable of the bridge, the anchoring pit 14 and the embedded pit 15 are both arranged on the side away from the installation position of the main cable of the bridge.

[0068] In step 201, the end anchor beam 1 can be prefabricated first and then installed in the anchor pit 14, or a cast-in-place groove can be vertically opened on the side of the anchor pit 14 away from the main cable of the bridge, and cast-in-place can be performed on site before construction. In step 202, the first installation sleeve and the second installation sleeve are both PVC sleeves, and the steel strand 16 is fixed to the end anchor beam 1 through anchors and clips. In step 203, before pouring the bottom anchor structure 4, a bamboo reinforcement skeleton can be installed around the first installation sleeve and the second installation sleeve. Placing the bamboo reinforcement skeleton can prevent the bottom anchor structure 4 from cracking. When pouring concrete for the second installation sleeve, in order to ensure that the concrete structure located in the embedded pit 15 is formed, a template can be set up in the embedded pit 15, and the template can be removed after the concrete solidifies. The four column insertion holes are respectively arranged at the four top corners of the anchor pit 14 to facilitate the subsequent installation of the column 9.

[0069] In step 301, the anti-thrust pile 6 is a round or square pile. The anti-thrust pile 6 is cast in the same way as the shear pile or pile foundation in the bridge. In actual use, the pile foundation in the bridge construction can be used instead, or it can be recast. A steel mesh is arranged on the anti-thrust pile 6 to enhance the anti-thrust property of the anti-thrust pile 6; the main function of the anti-thrust pile 6 is to support the steel strand 16. In step 302, when casting the thrust beam 8, a casting pit can be excavated between the anti-thrust pile 6 and the second bottom plate, a template can be set up in the casting pit, and the thrust beam 8 can be cast in the template; after the construction of the thrust beam 8 is completed, the casting pit can be backfilled with soil.

[0070] In step 401, for the convenience of filling, the sand and gravel filling the sand and gravel layer 11 can be filled by woven bags, and then the filled woven bags are placed in the edge filling cavity. In step 402, the top surface height of the filling layer 12 is higher than the height of the ground 13, so that the filling layer 12 can better play a reinforcing role. The filling layer 12 is filled with waste soil and stones on site, and no additional costs are incurred. In step 403, the backfilled soil is used to reinforce the second bottom plate.

[0071] In step five, when the steel strand 16 is extracted, it can be recovered manually or by equipment. After the excavated filling layer 12 is flush with the ground 13, the soil can be recultivated without affecting the utilization of the soil. In addition, when constructing the anchor pit 14, it is necessary to reserve operating space for the end anchor beam 1 to facilitate the subsequent installation and removal of the steel strand 16 and the removal of the end anchor beam 1.

[0072] like Figure 1As shown, in this embodiment, in step one, the slope of the bottom surface of the pre-buried foundation pit 15 ranges from 1:1 to 1:2.

[0073] In actual use, the slope of the bottom surface of the embedded foundation pit 15 is limited, that is, the installation angle of the steel strand 16 is limited. There is no need to adjust the installation angle of the steel strand 16 later, and the position of the steel strand 16 will not be affected during the process of fixing the steel strand 16.

[0074] In this embodiment, in step 202, multiple first installation sleeves are arranged along the length direction of the anchor pit 14, the length of the first installation sleeve is equal to the width of the anchor pit 14, the diameter of the first installation sleeve is smaller than the height of the end anchoring beam 1; the diameter of the second installation sleeve is equal to the diameter of the first installation sleeve.

[0075] In actual use, the second installation sleeve and the first installation sleeve are made of the same material and structure, and the second installation sleeve and the first installation sleeve are used to bury the steel strand 16 under the ground 13, so as to facilitate anchoring the steel strand 16. When the second installation sleeve is actually installed, the end of the second installation sleeve away from the first installation sleeve may extend to the ground 13 or may not extend to the ground 13, but in order to pass the steel strand 16, when the end of the first installation sleeve does not extend to the ground 13, the vertical distance between the end of the first installation sleeve and the ground 13 is small.

[0076] In this embodiment, in step 203 , the height of the bottom anchoring structure 4 is not greater than the height of the end anchoring beam 1 .

[0077] In actual use, the height of the bottom anchoring structure 4 is not greater than the height of the end anchoring beam 1, and the template erection of the anchoring pit 14 can be avoided when pouring concrete, which saves time, labor and cost.

[0078] In this embodiment, in step 401 , the column 9 is installed in the column insertion hole by bolts or welding, and a plurality of tie bars 10 between two adjacent columns 9 are evenly arranged along the height direction of the column 9 .

[0079] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any way. Any simple modification, change and equivalent structural change made to the above embodiment based on the technical essence of the present invention still falls within the protection scope of the technical solution of the present invention.

Claims

1. A temporary anchoring method for a cable hoisting system, characterized in that: The method comprises the following steps: Step 1, excavating a foundation pit structure: vertically excavating an anchor foundation pit (14) on the ground (13) away from the main cable of the bridge; excavating a pre-buried foundation pit (15) on one side of the anchor foundation pit (14), wherein the pre-buried foundation pit (15) is arranged between the anchor foundation pit (14) and the main cable of the bridge, and the pre-buried foundation pit (15) and the anchor foundation pit (14) are connected to obtain a foundation pit structure; wherein the depth of the anchor foundation pit (14) is 4m to 6m, the bottom surface of the pre-buried foundation pit (15) is an inclined surface, and the bottom surface of the pre-buried foundation pit (15) gradually tilts upward in a direction away from the anchor foundation pit (14); Step 2: Install the bottom anchoring structure. The process is as follows: Step 201, horizontally installing an end anchoring crossbeam (1) on the side wall of the anchoring pit (14); wherein the end anchoring crossbeam (1) is arranged at the bottom of the anchoring pit (14), and the end anchoring crossbeam (1) is arranged on a side of the anchoring pit (14) away from the main cable of the bridge; Step 202: installing a plurality of first installation sleeves at the bottom of the anchor pit (14), and installing a plurality of second installation sleeves at the bottom of the embedded pit (15), wherein the number of the first installation sleeves and the second installation sleeves are equal and correspond one to one, and the corresponding first installation sleeves and the second installation sleeves are connected; A steel strand (16) is inserted into the corresponding first installation sleeve and the second installation sleeve, one end of the steel strand (16) is inserted into the end anchoring beam (1), and the other end of the steel strand (16) passes through the second installation sleeve and extends to the ground (13); Step 203, pouring concrete on the first installation sleeve and the second installation sleeve, forming a first bottom plate in the anchor pit (14), forming a second bottom plate in the pre-buried pit (15), the first bottom plate and the second bottom plate are connected, and a bottom anchoring structure (4) constructed at the bottom of the pit structure is obtained; four column insertion holes are reserved on the concrete structure of the bottom anchoring structure (4) located in the anchor pit (14), and the four column insertion holes are respectively arranged at the four top corners of the anchor pit (14); Step 3: Cast the anti-thrust components and fix the steel strands. The process is as follows: Step 301, vertically cast an anti-thrust pile (6) between the pre-buried foundation pit (15) and the main cable of the bridge, and arrange a steel mesh on the anti-thrust pile (6), wherein the steel mesh is arranged on the outer side of the anti-thrust pile (6) close to the foundation pit structure; and install a locking saddle (7) on the top of the anti-thrust pile (6); Step 302: Cast a thrust beam (8) between the anti-thrust pile (6) and the second bottom plate. The thrust beam (8) is horizontally arranged between the anti-thrust pile (6) and the second bottom plate. One end of the thrust beam (8) is connected to the second bottom plate, and the other end of the thrust beam (8) is connected to the anti-thrust pile (6). Step 303, installing the end of the steel strand (16) extending to the ground (13) on the locking saddle (7); Step 4: Fill the foundation pit structure. The process is as follows: Step 401, vertically install the columns (9) in the four column insertion holes, use a plurality of tie bands (10) to wrap between two adjacent columns (9), form an edge filling cavity between the two adjacent columns (9), fill the edge filling cavity with sand and gravel to form a sand and gravel layer (11); the four columns (9), the sand and gravel layer (11) and the first bottom plate surround the middle filling cavity; Step 402, filling the middle filling cavity with waste rock to form a filling layer (12); wherein the vertical distance between the top surface of the filling layer (12) and the top surface of the anchor pit (14) is 4m to 6m; Step 403, backfilling the pre-buried foundation pit (15) with soil until it is flush with the ground (13); Step 5, dismantling the end anchoring beam, steel strand and column: after the main cable of the bridge is installed, release the fixation of the steel strand (16) from the end anchoring beam (1) and the saddle (7), and pull the steel strand (16) out of the second installation sleeve and the first installation sleeve from the saddle (7); dismantle the four columns (9) and the end anchoring beam (1) in the anchor pit (14); and dig out the filling layer (12) until the top of the filling layer (12) is flush with the ground (13).

2. A temporary anchoring method for a cable hoisting system according to claim 1, characterized in that: In step 1, the slope of the bottom surface of the pre-buried foundation pit (15) ranges from 1:1 to 1:

2.

3. A temporary anchoring method for a cable hoisting system according to claim 1, characterized in that: In step 202, a plurality of the first installation sleeves are arranged along the length direction of the anchor pit (14), the length of the first installation sleeve is equal to the width of the anchor pit (14), the diameter of the first installation sleeve is smaller than the height of the end anchoring beam (1); the diameter of the second installation sleeve is equal to the diameter of the first installation sleeve.

4. A temporary anchoring method for a cable hoisting system according to claim 1, characterized in that: In step 203, the height of the bottom anchoring structure (4) is not greater than the height of the end anchoring beam (1).

5. A temporary anchoring method for a cable hoisting system according to claim 1, characterized in that: In step 401, the column (9) is installed in the column insertion hole by bolts or welding, and a plurality of tie bars (10) between two adjacent columns (9) are evenly arranged along the height direction of the column (9).

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