Method for alternately jacking beams through jacks and T-shaped pads

Abstract

The invention relates to a method for alternately jacking beams by using jacks and T-shaped pads, and belongs to the technical field of bridge construction.The method includes the steps that two steel pipe piles are installed on the two sides of a cross-channel steel box beam, a distribution beam is arranged on each steel pipe pile, a steel thick cushion block is arranged on each distribution beam, and then the jacks are arranged on the steel thick cushion blocks; the steel pipe pile, the distribution beam, the thick steel cushion block and the jack are integrated, a diaphragm plate is installed in the steel box girder, meanwhile, a cable-stayed buckling tower is anchored on the diaphragm plate of the steel box girder, a spherical steel support is installed at the bottom of the steel box girder, a T-shaped cushion block is arranged between the jack and the spherical steel support, and the integrally lifted steel box girder is reinforced. The jacks and the T-shaped cushion blocks are used for alternately jacking beams in the junction reinforcing area of the web plate and the diaphragm plate in the steel box beam, so that the steel box beam is prevented from being damaged due to overlarge local stress, and the problem that the steel box beam is possibly damaged due to overlarge local stress caused by alternate change of force in the beam body is solved.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge construction, and in particular relates to a method for alternately supporting beams by using jacks and T-shaped pads. Background Art

[0002] Bridge construction has become a key project to connect cities and optimize traffic flow. As a common bridge component, steel box girders have been widely used in bridge projects due to their advantages such as high strength, light weight and fast construction speed. In bridge construction, there are often complex construction environments such as crossing high-voltage lines, crossing rivers and high-altitude operations. Jacking technology can adapt to these special environments and achieve precise installation of steel box girders.

[0003] At present, in the jacking technology of bridges, the commonly used jacking method generally adopts intermittent jacking. In the intermittent jacking, the beam body of the steel box girder is in two stress states: jack support and follower support. When the jack is supported, the displacement of the beam body is in a controllable state. When the follower is supported, the displacement of the beam body is in an uncontrolled state due to the different compression deformation of the temporary support. The change of the internal force of the beam body depends on the compression of the temporary support at each point of the beam body. In each temporary support state, due to the different compression of the support system, the internal force of the beam body must be redistributed. Under the alternating action of this state, the internal force of the beam body also changes alternately. This alternating change of internal force may cause the local stress of the steel box girder to be excessive and damaged. In this regard, a method of alternating beam jacking using jacks and T-type pads is proposed. Summary of the invention

[0004] In order to solve the above-mentioned problems existing in the prior art, the present invention provides a method for alternately jacking beams using jacks and T-shaped pads, which solves the problem in the prior art that the internal force of the beam body also changes alternately during the intermittent jacking process, and this alternating change of internal force may cause excessive local stress in the steel box beam and cause damage.

[0005] The purpose of the present invention can be achieved through the following technical solutions:

[0006] A method for alternately supporting a beam by using a jack and a T-shaped pad comprises the following steps:

[0007] S1: First, two steel pipe piles are installed on both sides of the steel box girder across the waterway, a distribution beam is set on each of the two steel pipe piles, a steel thick pad is set on the two distribution beams, and then a jack is set on the steel thick pad, so that the steel pipe pile, the distribution beam, the steel thick pad and the jack form an integral whole;

[0008] S2: Install the diaphragm inside the steel box girder, and anchor the inclined stay tower on the diaphragm of the steel box girder. Then, set stiffening ribs on the top plate, bottom plate, web plate and diaphragm of the steel box girder, and finally install the spherical steel bearing at the bottom of the steel box girder.

[0009] S3: Set a T-shaped pad between the jack and the spherical steel support;

[0010] S4: Use jacks to lift synchronously to achieve overall lifting of the steel box girder section, so that the lower part of the T-shaped pad is emptied;

[0011] S5: Add a steel pad under the T-shaped pad so that the steel pad contacts the T-shaped pad and receives force;

[0012] S6: Return the oil to the jack and add a steel pad on top of it;

[0013] S7: looping steps S3 to S6 until the steel box girder segment reaches a specified height;

[0014] S8: Strengthen the overall lifted steel box girder.

[0015] As a further solution of the present invention, the spherical steel support in S2 is realized by injecting or discharging a low melting point alloy, and the spherical steel support is continuously adjustable.

[0016] As a further solution of the present invention, the spherical steel support in S2 includes an embedded plate assembly, an upper sliding plate assembly, a piston assembly, a ball crown assembly, a steel pad assembly, a low-melting-point alloy, an injection hole and a screw plug, a bottom basin assembly, a lower anchoring steel rod, a pressure measuring hole and a screw plug.

[0017] As a further solution of the present invention, in S1, two groups of jacks that can actively apply lifting force are controlled. After one group of jacks completes the lifting, the lifting force of the group of jacks is evenly transferred to the second group of jacks to perform alternating and continuous lifting operations.

[0018] As a further solution of the present invention, a safety protection device is installed on the jack.

[0019] As a further solution of the present invention, a step of fixing the temporary support system is required after the jacking is completed.

[0020] As a further solution of the present invention, some of the stiffening ribs arranged near the middle web and the transverse diaphragm of the steel box girder are designed by bending.

[0021] As a further solution of the present invention, when reinforcing the integrally lifted steel box girder in S8, welding holes are opened on the column bottom stiffening rib steel plate perpendicular to the middle web and the horizontal stiffening rib of the web, and additional steel plates are added to the cross diaphragm at the bottom of the tower column.

[0022] As a further solution of the present invention, the reinforcement treatment of the overall lifted steel box girder in S8 also includes arranging a bidirectional movable spherical hinge support on the upper part of the T-shaped pad to adapt to the rotation of the steel beam at the fulcrums on both sides of the waterway during the steel beam suspension process and after the removal of the inclined cable.

[0023] The beneficial effects of the present invention are:

[0024] Two steel pipe piles are first installed on both sides of the steel box girder across the waterway, a distribution beam is respectively set on the two steel pipe piles, a steel thick pad is set on the two distribution beams, and then a jack is set on the steel thick pad, so that the steel pipe piles, the distribution beam, the steel thick pad and the jack are integrated, a diaphragm is installed inside the steel box girder, and the inclined stay buckle tower is anchored on the diaphragm of the steel box girder, and then stiffening ribs are set on the top plate, bottom plate, web plate and diaphragm of the steel box girder, and finally on the steel A spherical steel support is installed at the bottom of the box girder, and a T-shaped pad is set between the jack and the spherical steel support to reinforce the overall lifted steel box girder. Jacks and T-shaped pads are used to alternately support the beam in the reinforced area at the junction of the web and the diaphragm in the steel box girder, which reduces the height difference between the main beam and the main cable, saves the number of times the system converts the sling tensioning, prevents the steel box girder from being damaged due to excessive local stress, and solves the problem that the alternating changes in the force in the beam body may cause the steel box girder to be damaged due to excessive local stress. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to facilitate understanding by those skilled in the art, the present invention is further described below with reference to the accompanying drawings.

[0026] Figure 1 It is an elevation view of the alternating top beam of the present invention;

[0027] Figure 2 is a cross-sectional view of an alternating top beam of the present invention;

[0028] Figure 3 It is a plan view of the alternating top beams of the present invention;

[0029] Figure 4 is a first cross-sectional schematic diagram of an alternating top beam of the present invention;

[0030] Figure 5 is a second cross-sectional schematic diagram of the alternating top beam of the present invention;

[0031] Figure 6 For the present invention Figure 5 Schematic diagram of the stiffening rib structure at various positions;

[0032] Figure 7 A first state diagram of the alternate top beam construction of the present invention;

[0033] Figure 8 A second state diagram of the alternate top beam construction of the present invention;

[0034] Fig. 9 This is a third state diagram of the alternating top beam construction of the present invention.

[0035] Description of main component symbols:

[0036] In the figure: 1. Diaphragm; 2. Stiffening ribs; 3. Spherical steel bearings; 4. T-type pads; 5. Steel pads; 6. Jacks; 7. Steel thick pads; 8. Distribution beams; 9. Steel pipe piles; 10. Middle web plate; 11. Cable-stayed tower. DETAILED DESCRIPTION

[0037] In order to further explain the technical means and effects adopted by the present invention to achieve the predetermined invention purpose, the specific implementation methods, structures, features and effects of the present invention are described in detail below in conjunction with the accompanying drawings and preferred embodiments.

[0038] See also Figure 1-9 This embodiment provides a method for alternately supporting a beam using a jack 6 and a T-shaped pad, comprising the following steps:

[0039] S1: First, two steel pipe piles 9 are installed on both sides of the steel box girder across the waterway, and a distribution beam 8 is set on each of the two steel pipe piles 9, and a steel thick pad 7 is set on the two distribution beams 8, and then a jack 6 is installed on the steel thick pad 7, so that the steel pipe piles 9, the distribution beam 8, the steel thick pad 7 and the jack 6 form a whole; the steel pipe piles 9 here go deep into the ground and can reach a deeper stable soil layer, so they can provide extremely high stability, resist the pressure from the ground structure, and can bear very large vertical and horizontal loads; the distribution beam 8 is mainly used to bear the load from the steel box girder structure. The distribution beam 8 can evenly distribute the load to each support point, reduce the concentrated load on certain support points, and avoid local damage to the structure. The steel thick pad 7 is used to adjust the height of the steel box girder, and is also used to disperse the load, reduce local stress concentration, and thus protect the beam body from damage;

[0040] S2: Install a transverse diaphragm 1 inside the steel box girder, and at the same time anchor the inclined stay tower 11 on the transverse diaphragm 1 of the steel box girder, then set stiffening ribs 2 on the top plate, bottom plate, web plate and diaphragm of the steel box girder, and finally install a spherical steel support 3 at the bottom of the steel box girder; installing the transverse diaphragm 1 inside the steel box girder can increase the lateral stiffness of the beam, improve the stability of the overall structure, and prevent the box-shaped section from twisting and deforming under load. Setting stiffening ribs 2 on the top plate, bottom plate, web plate and diaphragm of the steel box girder can further improve the local stiffness of these parts and enhance the overall strength of the beam. The structure can improve the stability of the steel box girder and reduce the stress concentration under the action of cyclic load, thereby improving the fatigue resistance of the steel box girder and preventing damage caused by excessive local stress; anchoring the inclined cable buckle tower 11 on the diaphragm 1 can effectively transfer the tension of the inclined cable to the steel box girder, evenly distribute the load, reduce the stress concentration phenomenon, and improve the bearing capacity of the structure; installing the spherical steel support 3 at the bottom of the steel box girder can make the rotation of the beam body in different directions more flexible, effectively release the internal force generated by factors such as temperature changes and live loads, and improve the stress condition of the beam;

[0041] It should be noted that S1 refers to Figure 1 The part below the middle T-shaped pad 4 is used to support the steel box girder. S2 refers to Figure 1 The portion above the middle T-shaped pad 4;

[0042] S3: A T-shaped pad 4 is arranged between the jack 6 and the spherical steel support 3. The arrangement position of the T-shaped pad 4 is as follows: Figure 8 As shown;

[0043] S4: Use the jack 6 to lift synchronously to achieve the overall lifting of the steel box beam section, so that the lower part of the T-shaped pad 4 is emptied. This is the first state of the alternating beam construction, such as Figure 7 As shown;

[0044] S5: Add a steel pad 5 below the T-shaped pad 4, so that the steel pad 5 contacts the T-shaped pad 4 and is stressed. This is the second state of the alternate top beam construction, such as Figure 8 As shown;

[0045] S6: The jack 6 returns oil and a steel pad 5 is added on its upper part; the steel pad 5 here can effectively disperse and withstand the pressure transmitted from the upper structure, thereby enhancing the stability of the entire structure. This is the third state of the alternate top beam construction, such as Fig. 9 As shown;

[0046] S7: looping steps S3 to S6 until the steel box girder segment reaches a specified height;

[0047] S8: The overall lifted steel box girder is reinforced. The reinforcement method is described in detail below.

[0048] As a common bridge component, steel box girder has been widely used in bridge engineering for its advantages of high strength, light weight and fast construction speed. In bridge construction, there are often complex construction environments such as crossing high-voltage lines, crossing rivers, and high-altitude operations. Jacking technology can adapt to these special environments and realize the precise installation of steel box girders. At present, in the jacking technology of bridges, the commonly used jacking method generally adopts intermittent jacking. In the intermittent jacking process, the beam body of the steel box girder is in two stress states: jack 6 support and follower device support. When jack 6 supports, the displacement of the beam body is in a controllable state. When the follower device supports, the displacement of the beam body is in an uncontrolled state due to the different compression deformation of the temporary support. The change of the internal force of the beam body depends on the compression of the temporary support at each point of the beam body. In each temporary support state, due to the different compression of the support system, the internal force of the beam body must be redistributed. Under the alternating action of this state, the internal force of the beam body also changes alternately. This alternating change of internal force may cause the local stress of the steel box girder to be excessive and damaged.

[0049] In order to solve the above problems, in this embodiment, two steel pipe piles 9 are first installed on both sides of the cross-channel steel box girder, a distribution beam 8 is respectively set on the two groups of steel pipe piles 9, a steel thick pad 7 is set on the two distribution beams 8, and then a jack 6 is installed on the steel thick pad 7, so that the steel pipe piles 9, the distribution beam 8, the steel thick pad 7 and the jack 6 form an integral body, a diaphragm 1 is installed inside the steel box girder, and at the same time, a diagonal buckle tower 11 is anchored on the diaphragm 1 of the steel box girder, and then stiffening ribs 2 are set on the top plate, bottom plate, web plate and diaphragm of the steel box girder. The position of the stiffening rib 2 here is as shown in FIG. Figure 5 As shown in the figure, 2-1, 2-2, 2-3, 2-3, 2-4, 2-5 and 2-6 represent the positions where the stiffening ribs 2 are set. Figure 6 2-1, 2-2, 2-3, 2-3, 2-4, 2-5 and 2-6 represent the structure of the stiffening rib 2 at each position, because different positions require different stiffening ribs 2 to cooperate with nearby structures to achieve the best stabilization effect. Finally, a spherical steel support 3 is installed at the bottom of the steel box girder, and a T-shaped pad 4 is set between the jack 6 and the spherical steel support 3 to reinforce the overall lifted steel box girder. The jack 6 and T-shaped pad 4 are used to alternately support the beam in the reinforcement area at the junction of the web 10 and the diaphragm 1 in the steel box girder, which reduces the height difference between the main beam and the main cable, saves the number of times the system converts the sling tensioning, prevents the steel box girder from being damaged due to excessive local stress, and solves the problem that the alternating changes in the force in the beam body may cause the steel box girder to be damaged due to excessive local stress.

[0050] In order to facilitate the measurement of the internal force of the bridge and adjust its internal force in time, and better avoid the damage of the local stress of the steel box girder caused by the alternating changes of the internal force of the beam body, in this regard, in one embodiment, the spherical steel support 3 in S2 is realized by injecting or discharging a low-melting-point alloy, and the spherical steel support 3 is continuously adjustable. The spherical steel support 3 can be continuously adjusted to ensure that the spherical steel support 3 is flexible, so as to adapt to the complex load conditions of the steel box girder. The spherical steel support 3 here realizes the two-way stepless height adjustment function of the support by injecting or discharging a low-melting-point alloy. The two-way stepless height adjustment here The function is continuous adjustment, and the working load of the bearing can be measured through a special dynamometer, which provides a new technical means for adjusting the internal force of the bridge. In addition, the spherical steel bearing 3 is made of an embedded plate assembly, an upper sliding plate assembly, a piston assembly, a ball crown assembly, a steel pad assembly, a low-melting-point alloy, an injection hole and a screw plug, a bottom basin assembly, a lower anchor steel rod, a pressure hole and a screw plug. The embedded plate assembly can ensure the accurate installation position of the bearing and improve the overall stability and safety of the structure. The upper sliding plate assembly here is used to provide a sliding function, which can allow The bridge has a certain displacement, thereby reducing the damage to the bridge structure. The piston assembly can provide the vertical displacement of the bearing to adapt to the expansion and displacement requirements of the bridge. The spherical design of the ball crown assembly enables the bearing to adapt to a certain angle of inclination and improve the adaptability of the bridge structure. The steel pad assembly increases the force-bearing area of ​​the bearing, disperses the pressure, and protects the lower structure of the bridge from local stress concentration damage. The low-melting-point alloy facilitates the maintenance and replacement of the bearing. The injection hole and the wire plug facilitate lubrication and maintenance of the inside of the bearing to extend the service life. The bottom basin assembly provides stable support for the bearing and cooperates with other components to provide displacement and rotation functions. The lower anchoring steel rod is used to firmly anchor the bearing on the foundation structure to enhance the integrity of the structure. The pressure measuring hole and the wire plug can monitor the pressure state of the bearing through the pressure measuring hole to ensure its normal operation. The embedded plate assembly, the upper sliding plate assembly, the piston assembly, the ball crown assembly, the steel pad assembly, the low-melting-point alloy, the injection hole and the wire plug, the bottom basin assembly, the lower anchoring steel rod, the pressure measuring hole and the wire plug cooperate with each other to better avoid the alternating changes in the internal force of the beam body from causing excessive local stress on the steel box girder and causing damage.

[0051] In each temporary support state, due to the different compression amounts of the support system, the internal force of the beam body needs to be redistributed. In order to better adapt to this alternating effect, in one embodiment, S1 controls two groups of jacks 6 that can actively apply lifting forces. After one group of jacks 6 finishes lifting, the lifting force of this group of jacks 6 is evenly transferred to the second group of jacks to perform alternating and continuous lifting operations. During the lifting process, the alternating operation of the two groups of jacks 6 can better control the lifting speed and force, ensure balance and stability during the lifting process, and avoid structural deformation or damage caused by excessive lifting force of a single jack 6.

[0052] In order to ensure the safety of operators and equipment when the jack 6 fails or malfunctions, in one embodiment, a safety protection device is installed on the jack 6, and the safety protection device is used to ensure that the jack 6 can continue to bear force when it fails.

[0053] In order to avoid the stiffening ribs 2 between the upper and lower top plates of the steel box girder, in one embodiment, part of the stiffening ribs 2 arranged near the middle web 10 and the transverse diaphragm 1 of the steel box girder are designed by bending. Although the force transmission in the vertical direction of the reinforced force transfer plate is most direct, since the stiffening ribs 2 are arranged near the middle web 10 and the transverse diaphragm 1 of the steel box girder, in order to avoid the stiffening ribs 2 between the upper and lower top plates of the steel box girder, part of the stiffening ribs 2 are realized by broken lines.

[0054] It is worth mentioning that since steel box girders are generally heavy and long, after the steel box girder is lifted to the required position, reinforcement measures are required to ensure the stability of the lifted steel box girder. However, when the steel box girder is reinforced, stress concentration is prone to occur, which affects its stability. In this regard, in one embodiment, after the lifting is completed, a step of fixing the temporary support system is also included. In S8, when the overall lifted steel box girder is reinforced, welding holes are opened on the column bottom stiffening rib 2 steel plate perpendicular to the middle web 10 and the web horizontal stiffening rib 2, and additional steel plates are added to the diaphragm 1 at the bottom of the tower column. The main purpose of the column bottom stiffening rib 2 steel plate perpendicular to the middle web 10 is to enhance the local stiffness of the column bottom and prevent the column from The bottom of the column undergoes local buckling or deformation during the stress process, and the steel plate of the stiffening rib 2 can effectively disperse the concentrated force acting on the bottom of the column, thereby improving the overall stability and bearing capacity of the structure; opening welding holes on the horizontal stiffening rib 2 of the web can reduce the stress concentration phenomenon of the web, avoid the influence of residual stress and welding deformation caused by the welding process on the structure, and the welding holes can disperse the heat and stress during the welding process, improve the welding quality, and reduce welding defects; adding an additional steel plate to the diaphragm 1 at the bottom of the tower column is intended to improve the overall stiffness of the bottom of the tower column and increase the torsion resistance of the structure, thereby effectively resisting the torsion effect caused by external forces during the overall lifting process, and also helping to improve the stability and safety of the structure;

[0055] In S8, the reinforcement treatment of the overall lifted steel box girder also includes arranging a bidirectional movable spherical hinge support on the upper part of the T-type pad 4 to adapt to the rotation of the steel beam at the support points on both sides of the waterway during the steel beam suspension process and after the removal of the inclined cable. During the steel beam suspension process (cantilever assembly), the steel beam will experience a certain displacement and deformation. The bidirectional movable spherical hinge support can allow the steel beam to rotate freely in two directions, which can effectively adapt to and alleviate the stress and deformation generated during the suspension process; adapt to the rotation of the steel beam at the support points on both sides of the waterway. After the inclined cable is removed, the steel beam may produce a certain rotation on the support points on both sides of the waterway. This rotation may be caused by temperature changes, wind influence or dynamic loads generated when ships pass. The spherical hinge support can provide the necessary rotation capacity so that the steel beam can freely adapt to this rotation, thereby avoiding stress concentration and potential structural damage caused by constraints; by allowing the steel beam to rotate freely in a specific direction, the spherical hinge support helps to reduce the structural internal force and deformation caused by load, thereby improving the stability of the entire structure.

[0056] The working principle and use process of the present invention:

[0057] First, two steel pipe piles 9 are installed on both sides of the steel box girder across the waterway, a distribution beam 8 is respectively arranged on the two steel pipe piles 9, a steel thick pad 7 is arranged on the two distribution beams 8, and then a jack 6 is installed on the steel thick pad 7, so that the steel pipe piles 9, the distribution beam 8, the steel thick pad 7 and the jack 6 form a whole, a diaphragm 1 is installed inside the steel box girder, and at the same time, a diagonal stay buckle tower 11 is anchored on the diaphragm 1 of the steel box girder, and then stiffening ribs 2 are arranged on the top plate, bottom plate, web plate and diaphragm of the steel box girder, and finally a spherical steel support 3 is installed at the bottom of the steel box girder, and a T-shaped pad 4 is arranged between the jack 6 and the spherical steel support 3;

[0058] The jack 6 is used for synchronous lifting to realize the overall lifting of the steel box girder section, so that the lower part of the T-shaped pad 4 is emptied, and a steel pad 5 is added to the lower part of the T-shaped pad 4 so that the steel pad 5 contacts the T-shaped pad 4 and is subjected to force. The jack 6 returns oil and adds a steel pad 5 on its upper part, and the above steps are repeated until the steel box girder section reaches the specified height; when the overall lifted steel box girder is reinforced, welding holes are opened on the column bottom stiffening rib 2 steel plate and the web horizontal stiffening rib 2 which are perpendicular to the middle web 10, and additional steel plates are added to the diaphragm 1 at the bottom of the tower column. When the overall lifted steel box girder is reinforced, a two-way movable spherical hinge support is arranged on the upper part of the T-shaped pad 4 to adapt to the steel beam suspension process and the rotation of the steel beam at the support points on both sides of the channel after the inclined cable is removed, thereby reinforcing the lifted steel box girder.

[0059] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any form. Although the present invention has been disclosed as a preferred embodiment as above, it is not used to limit the present invention. Any technical personnel in this field can make some changes or modify the technical contents disclosed above into equivalent embodiments without departing from the scope of the technical solution of the present invention. However, any brief modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A method for alternately supporting a beam using a jack and a T-shaped pad, characterized in that: The following steps are involved: S1: First, two steel pipe piles are installed on both sides of the steel box girder across the waterway, a distribution beam is set on each of the two steel pipe piles, a steel thick pad is set on the two distribution beams, and then a jack is set on the steel thick pad, so that the steel pipe pile, the distribution beam, the steel thick pad and the jack form an integral whole; S2: Install the diaphragm inside the steel box girder, and anchor the inclined stay tower on the diaphragm of the steel box girder. Then, set stiffening ribs on the top plate, bottom plate, web plate and diaphragm of the steel box girder, and finally install the spherical steel bearing at the bottom of the steel box girder. S3: Set a T-shaped pad between the jack and the spherical steel support; S4: Use jacks to lift synchronously to achieve overall lifting of the steel box girder section, so that the lower part of the T-shaped pad is emptied; S5: Add a steel pad under the T-shaped pad so that the steel pad contacts the T-shaped pad and receives force; S6: Return the oil to the jack and add a steel pad on top of it; S7: looping steps S3 to S6 until the steel box girder segment reaches a specified height; S8: Strengthen the overall lifted steel box girder.

2. A method for alternately supporting beams using jacks and T-shaped pads according to claim 1, characterized in that: The spherical steel support in S2 is realized by injecting or discharging a low melting point alloy, and the spherical steel support is continuously adjustable.

3. The method for alternately supporting a beam by using a jack and a T-shaped pad according to claim 1, characterized in that: The spherical steel support in S2 includes an embedded plate assembly, an upper sliding plate assembly, a piston assembly, a ball crown assembly, a steel pad assembly, a low melting point alloy, an injection hole and a screw plug, a bottom basin assembly, a lower anchoring steel rod, a pressure measuring hole and a screw plug.

4. The method for alternately supporting a beam by using a jack and a T-shaped pad according to claim 1, characterized in that: In the S1, two groups of jacks that can actively apply lifting force are controlled. After one group of jacks completes the lifting, the lifting force of the group of jacks is evenly transferred to the second group of jacks, so as to perform alternating and continuous lifting operations.

5. The method for alternately supporting beams using jacks and T-shaped pads according to claim 1, characterized in that: A safety protection device is installed on the jack.

6. The method for alternately supporting a beam by using a jack and a T-shaped pad according to claim 1, characterized in that: After the jacking is completed, a step of fixing the temporary support system is required.

7. The method for alternately supporting a beam by using a jack and a T-shaped pad according to claim 1, characterized in that: Part of the stiffening ribs arranged near the middle web and the transverse diaphragm of the steel box girder are designed by bending.

8. The method for alternately supporting a beam by using a jack and a T-shaped pad according to claim 1, characterized in that: In the above-mentioned S8, when reinforcing the integrally lifted steel box girder, welding holes are opened on the column bottom stiffening rib steel plate perpendicular to the middle web plate and the horizontal stiffening rib of the web plate, and an additional steel plate is added to the transverse diaphragm at the bottom of the tower column.

9. A method for alternately supporting beams using jacks and T-shaped pads according to claim 8, characterized in that: The reinforcement treatment of the overall lifted steel box girder in S8 also includes arranging a bidirectional movable spherical hinge support on the upper part of the T-shaped pad to adapt to the rotation of the steel beam at the support points on both sides of the channel during the steel beam suspension process and after the inclined cables are removed.

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