Temporary bridge supporting system and bridge jacking method

Abstract

The invention relates to a bridge temporary supporting system and a bridge jacking method. The bridge temporary supporting system comprises multiple layers of steel boxes, two steel boxes arranged in the height direction of a bridge in any two adjacent layers of steel boxes are fixedly connected, and a splice plate is fixed between any two adjacent steel boxes in each layer of steel boxes; the jack and the steel box on the top layer are located on the same layer. The steel box can be modularly assembled through the jack, so that the service time of large construction machinery can be greatly shortened, channel operation is not influenced during operation, a navigation channel is not occupied, navigation is not closed during construction, navigation safety is guaranteed, temporary support of a bridge is realized, and subsequent displacement protection of the steel truss girder is facilitated.

Description

Technical Field

[0001] The present application relates to the field of steel truss jacking, and in particular to a temporary bridge support system and a bridge jacking method. Background Art

[0002] With the rapid development of shipping and the increase in the size of ships, some old large-span steel truss bridges can no longer meet the requirements of navigation safety and have become obstructions. The old bridges were built a long time ago, with low construction standards, serious corrosion of the rods, and high risks in demolition.

[0003] In the relevant technology, the traditional on-site demolition construction will block half of the navigable waterway, affecting the navigation safety; at the same time, some old bridges need to be completely protected and preserved as historical relics, and destructive demolition will cause the loss of bridge heritage. Moreover, during the protective relocation demolition, the approach bridge part of the steel truss bridge is not easy to be demolished first as the construction operation channel. Therefore, a temporary support system is needed to temporarily support the bottom of the steel truss to facilitate subsequent relocation protection. Summary of the invention

[0004] The present application provides a temporary support system for a bridge and a method for lifting a bridge. The steel box can be assembled in a modular manner using a jack, which can greatly reduce the use time of large-scale construction machinery. The operation does not affect the operation of the waterway, does not occupy the navigable waterway, and does not close the waterway during construction, thereby ensuring navigation safety, achieving temporary support for the bridge, and facilitating the subsequent displacement and protection of the steel trusses.

[0005] In a first aspect, an embodiment of the present application provides a temporary bridge support system, which includes:

[0006] Multi-layer steel boxes, in any two adjacent layers of the steel boxes, two of the steel boxes arranged along the height direction of the bridge are fixedly connected, and in each layer of the steel boxes, a splicing plate is fixed between any two adjacent steel boxes;

[0007] A jack is located at the same level as the steel box on the top level.

[0008] In combination with the first aspect, in one implementation, the steel box includes:

[0009] A plurality of I-beams, wherein the plurality of I-beams are spaced apart in the longitudinal direction, the upper flange plate and the lower flange plate of the I-beam are coaxially provided with a first threaded hole, and the web plate of the I-beam is provided with a second threaded hole;

[0010] A plurality of stiffening plates are provided, wherein a stiffening plate is fixed between any two adjacent I-beams.

[0011] In combination with the first aspect, in one embodiment, N steel boxes, the splicing plates and the jacks form a group of support components, the number of the support components is multiple, every two of the support components are used to be set on a pier, and a transverse connecting component is fixed between the two support components on the pier.

[0012] In combination with the first aspect, in one embodiment, the transverse connection assembly includes:

[0013] A plurality of transverse connecting rods, wherein the plurality of transverse connecting rods are spaced apart along the height direction of the bridge, and the length direction of the transverse connecting rods is extended along the transverse direction of the bridge;

[0014] In the two support assemblies on the pier, one end of the transverse connecting rod is fixedly connected to the steel box in the first group of support assemblies, and the other end thereof is fixed to the steel box in the second group of support assemblies.

[0015] In a second aspect, an embodiment of the present application provides a bridge jacking method, which includes the temporary support system as described above, and further includes the following steps:

[0016] In each pier, install the steel boxes on both sides of the bearings, lift the steel trusses with two jacks, remove the bearings and install the remaining steel boxes of the first layer;

[0017] Use one jack to lift and remove the other jack, install the second layer of partial steel box at the removed jack, and alternately lift and pad multiple pads on the top of the second layer of partial steel box and the top of the jack that has not been removed, until the height of the multiple pads on the top of the second layer of partial steel box reaches the height of one steel box;

[0018] Install the steel boxes of the third layer, remove the multiple spacers on the top of the steel boxes of the second layer, and remove the multiple spacers on the top of the jack to fill the remaining steel boxes of the second layer;

[0019] Repeat the steps of alternately lifting and padding multiple pads on the top of the second-layer steel box and the top of the jack that has not been removed; install the third-layer steel box to remove the multiple pads on the top of the second-layer steel box, and remove the multiple pads on the top of the jack to complete the remaining steel boxes of the second layer, and complete the multi-layer steel box assembly until the last steel box contacts the supporting steel truss; wherein a splicing plate is fixed between any two adjacent steel boxes.

[0020] In combination with the second aspect, in one implementation, in each pier, installing steel boxes on both sides of the support, lifting the steel truss beam using two jacks, removing the support and installing the remaining steel boxes of the first layer, comprises:

[0021] The top surfaces of the bridge piers on both sides of the bearing are roughened until the aggregate is exposed, and then holes are drilled to install embedded parts. The steel boxes on both sides of the bearing are installed using the embedded parts.

[0022] Use two jacks to lift the steel truss and remove the support;

[0023] The top surface of the pier at the bottom of the support is roughened until the aggregate is exposed, and then holes are drilled to install embedded parts. The remaining steel boxes of the first layer are installed using the embedded parts.

[0024] In conjunction with the second aspect, in one embodiment, before using one jack to lift and remove another jack, the method further includes:

[0025] Use one jack to try lifting and remove the other jack;

[0026] Based on the thrust of the jack on each pier, the total weight of the steel truss is measured. According to the total weight of the steel truss, the upper limit of the thrust of the jack during jacking is set to avoid tilting of the steel truss due to excessive thrust.

[0027] In conjunction with the second aspect, in one implementation, before measuring the total weight of the steel truss based on the thrust of the jack on each pier and setting the upper limit value of the thrust of the jack during jacking according to the total weight of the steel truss, the method further includes:

[0028] Check whether there is oil leakage from the jack, whether the hydraulic rod of the jack is retracted, and whether there are deformation and cracks on the jack and steel box.

[0029] In conjunction with the second aspect, in one implementation, after measuring the total weight of the steel truss based on the thrust of the jack on each pier, and setting the upper limit value of the thrust of the jack during jacking according to the total weight of the steel truss, the method further includes:

[0030] After the trial lifting of the jack is completed, the deviation of the steel truss along the transverse direction of the bridge is recorded, and the posture and deviation of the steel truss after the jacking is completed are observed.

[0031] In combination with the second aspect, in one embodiment, after the steps of repeatedly jacking up and placing a plurality of cushion blocks alternately on the top of the second layer of steel boxes and the top of the jacks that have not been removed, installing the third layer of steel boxes, removing the plurality of cushion blocks on the top of the second layer of steel boxes, and removing the plurality of cushion blocks on the top of the jacks to complete the remaining steel boxes of the second layer, and completing the assembly of the multi-layer steel boxes until the last steel box and the jacks contact the supporting steel truss, the method further includes:

[0032] Transverse connection assemblies are installed between the steel boxes at both ends of the piers.

[0033] The beneficial effects brought by the technical solution provided in the embodiments of the present application include:

[0034] The steel boxes on each layer can be assembled modularly by jacks, which can greatly reduce the use time of large construction machinery. The modular assembly does not affect the operation of the waterway, does not occupy the navigable waterway, and does not require navigation closure, ensuring navigation safety. The positioning and installation accuracy requirements of adjacent steel boxes on each layer are low through the splicing plate, the structure is reliable, and installation and disassembly are convenient; and the last steel box on the top layer is used as a contact point for support. Temporary support for the bridge is achieved, and its temporary support system occupies a small area, and its steel box structure is simple, the force is clear, and the installation and transportation are convenient. After the temporary support system of the bridge lifts the bridge as a whole, it is convenient for the subsequent displacement and protection of the steel truss. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0036] Figure 1 This is a structural diagram of the steel box from the perspective of the longitudinal bridge;

[0037] Figure 2 This is a structural diagram of the steel box from the perspective of the transverse bridge;

[0038] Figure 3 This is a structural diagram of the steel box from the perspective of the bridge height;

[0039] Figure 4 It is a structural schematic diagram of the transverse connection component from the perspective of the transverse bridge;

[0040] Figure 5 It is a structural schematic diagram of the transverse connection component from the perspective of the bridge height direction;

[0041] Figure 6 Schematic diagram of the structure in preparation for the removal of the support;

[0042] Figure 7 This is a schematic diagram of the structure for installing part of the steel box on the second floor;

[0043] Figure 8 This is a schematic diagram of the structure of the first pad at the position of the third-layer steel box;

[0044] Fig. 9 It is a structural schematic diagram of the fifth pad at the position of the third layer steel box;

[0045] Fig.10 This is a schematic diagram of the structure for installing part of the steel box on the third floor;

[0046] Fig.11Structural diagram for installing the remaining steel boxes on the second floor;

[0047] Fig.12 Structural diagram of the temporary support system for the bridge after installation.

[0048] In the figure: 1. steel truss; 2. bridge pier; 201. support; 3. steel box; 301. I-beam; 302. first threaded hole; 303. stiffening plate; 304. second threaded hole; 4. splicing plate; 5. jack; 6. transverse connection assembly; 601. transverse connecting rod; 602. vertical connecting rod; 603. oblique connecting rod; 7. embedded parts; 8. pad. DETAILED DESCRIPTION

[0049] In order to enable those skilled in the art to better understand the solution of the present application, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0050] The embodiments of the present application provide a temporary support system for a bridge and a method for lifting a bridge. The steel box can be modularly assembled by jacks, which can greatly reduce the use time of large-scale construction machinery. The operation does not affect the operation of the waterway, does not occupy the navigable waterway, and does not close the waterway during construction, thereby ensuring navigation safety, achieving temporary support for the bridge, and facilitating the subsequent displacement and protection of the steel trusses.

[0051] First, as Fig.12 The bridge pier 2 is shown in the longitudinal direction of the bridge. The embodiment of the present application provides a temporary bridge support system, which may include: multiple layers of steel boxes 3, in any two adjacent layers of steel boxes 3, two steel boxes 3 arranged along the height direction of the bridge are fixedly connected, in each layer of steel boxes 3, a splicing plate 4 is fixed between any two adjacent steel boxes 3; jacks 5, the jacks 5 and the top layer of the steel boxes 3 are located on the same layer. The number of the top layer of steel boxes 3 may be multiple or one.

[0052] For example, refer to Fig.12 There are six layers of steel boxes 3 on each pier 2 , with four steel boxes 3 on each layer, and a remaining steel box 3 is arranged on the top of the top steel box 3 to directly contact the bottom of the supporting steel truss 1 .

[0053] Specifically, the steel boxes 3 of each layer can be assembled modularly by jacks 5, which can greatly reduce the use time of large construction machinery. The modular assembly is carried out on the bridge pier 2, which does not affect the operation of the waterway, does not occupy the navigable waterway, and does not need to be closed, ensuring the safety of navigation. The positioning and installation accuracy requirements of the adjacent steel boxes 3 in each layer are low through the splicing plate 4, the structure is reliable, and the installation and disassembly are convenient; and the last steel box 3 on the top layer is used as a contact point for support. The temporary support of the bridge is realized, and its temporary support system occupies a small area, and its steel box 3 has a simple structure, clear force, and convenient installation and transportation. After the temporary support system of the bridge lifts the bridge as a whole, it is convenient for the subsequent displacement protection of the steel truss 1.

[0054] In combination with the first aspect, in one embodiment, Figure 1 , Figure 2 and Figure 3 As shown, the steel box 3 may include: a plurality of I-beams 301, wherein the plurality of I-beams 301 are spaced apart along the longitudinal bridge direction, the upper flange plate and the lower flange plate of the I-beam 301 are coaxially provided with a first threaded hole 302, and the web of the I-beam 301 is provided with a second threaded hole 304; and a plurality of stiffening plates 303, wherein a stiffening plate 303 is fixed between any two adjacent I-beams 301.

[0055] Exemplary, specific reference Figure 2 As shown in the transverse bridge perspective, the steel box 3 includes five I-beams 301 spaced apart along the longitudinal bridge direction, and a stiffening plate 303 fixed between two adjacent I-beams 301, and the left side of the first I-beam 301 and the right side of the last I-beam 301 can also be fixed with the stiffening plate 303; wherein, the upper flange plate and the lower flange plate of the I-beam 301 are coaxially provided with a first threaded hole 302, and the first threaded hole 302 can realize a fixed connection between the upper and lower layers of the steel boxes 3, and the web of the I-beam 301 is provided with a second threaded hole 304, and the second threaded hole 304 can realize a fixed connection between adjacent steel boxes 3 on the same layer, thereby greatly improving the assembly efficiency of the steel box 3, and the assembly precision requirement is low.

[0056] In combination with the first aspect, in one embodiment, Fig.12 , Figure 4 and Figure 5 As shown, N steel boxes 3, splicing plates 4 and jacks 5 form a group of support components. The number of support components is multiple, and every two support components are used to be set on a pier 2, and a transverse connecting component 6 is fixed between the two support components on the pier 2.

[0057] Exemplary, specific reference Fig.12 The N steel boxes 3, the splicing plates 4 and the jacks 5 on the pier 2 form a set of supporting components. Figure 4The two support assemblies shown along the longitudinal bridge direction are fixed with at least one transverse connection assembly 6 between the two groups of support assemblies on the pier 2. The transverse connection assembly 6 can improve the anti-tilting ability between the N steel boxes 3 on the pier 2, improve the safety of temporary support, and improve the integrity and anti-overturning ability between the two groups of support assemblies on the same pier 2.

[0058] In combination with the first aspect, in one embodiment, Figure 4 and Figure 5 As shown, the transverse connecting assembly 6 may include: a plurality of transverse connecting rods 601, the plurality of transverse connecting rods 601 are spaced apart along the height direction of the bridge, and the length direction of the transverse connecting rods 601 is extended along the transverse direction of the bridge; in the two support assemblies on the pier 2, one end of the transverse connecting rod 601 is fixedly connected to the steel box 3 in the first group of support assemblies, and the other end thereof is fixed to the steel box 3 in the second group of support assemblies.

[0059] Exemplary, specific reference Figure 5 , the transverse connecting rods 601 are arranged in two rows, and the two rows of transverse connecting rods 601 are spaced apart along the longitudinal bridge direction, as shown in FIG. Figure 4 As shown, the number of transverse connecting rods 601 in each row is three, and the three transverse connecting rods 601 are spaced apart along the height direction of the bridge, and the spacing distance is one layer of steel boxes 3. The first end of the transverse connecting rod 601 is fixedly connected to the steel box 3 in the first group of support assemblies, and the other end is fixed to the steel box 3 in the second group of support assemblies. The integrity and anti-overturning capacity between the two groups of support assemblies on the same pier 2 are improved.

[0060] In combination with the first aspect, in one embodiment, the cross section of the transverse connecting rod 601 is in a square shape. Exemplarily, the cross section of the transverse connecting rod 601 is in a square shape, which can reduce the weight of the transverse connecting rod 601 and improve the structural strength of the transverse connecting rod 601.

[0061] In combination with the first aspect, in one embodiment, Figure 4 and Figure 5 As shown, the transverse connection assembly 6 may further include: a plurality of vertical connection rods 602 , which are spaced apart along the transverse direction of the bridge, and the length direction of the vertical connection rods 602 is extended along the height direction of the bridge, and the vertical connection rods 602 are fixed to the plurality of transverse connection rods 601 .

[0062] Exemplarily, vertical connecting rods 602 may be fixed between each row of transverse connecting rods 601 , and the length direction of the vertical connecting rods 602 may extend along the height direction of the bridge, thereby further improving the integrity and anti-overturning capability between the two groups of supporting components on the same pier 2 .

[0063] In combination with the first aspect, in one embodiment, Figure 4 and Figure 5 As shown, the transverse connecting assembly 6 may also include: a plurality of oblique connecting rods 603, the plurality of oblique connecting rods 603 are spaced apart along the transverse direction of the bridge, the length direction of the oblique connecting rods 603 is set at an acute angle to the height direction of the bridge, and the oblique connecting rods 603 are fixed to the plurality of transverse connecting rods 601.

[0064] Exemplarily, an oblique connecting rod 603 may be fixed between each row of transverse connecting rods 601 , with the length direction of the oblique connecting rod 603 being arranged at an acute angle to the height direction of the bridge, thereby further improving the integrity and anti-overturning capability between the two groups of supporting assemblies on the same pier 2 .

[0065] In combination with the first aspect, in one embodiment, Figure 4 and Figure 5 As shown, the vertical connecting rod 602 is disposed between any two adjacent oblique connecting rods 603 .

[0066] Exemplarily, the vertical connecting rod 602 is disposed between any two adjacent oblique connecting rods 603 , which can balance the overall structural strength of the transverse connecting assembly 6 and prevent the problem of uneven force on a local part of the transverse connecting assembly 6 .

[0067] In combination with the first aspect, in one embodiment, Figure 4 As shown, the angle between the extension lines of any two adjacent oblique connecting rods 603 is 90 degrees.

[0068] Exemplarily, the angle between the extension lines of any two adjacent oblique connecting rods 603 is 90 degrees, so that the number of oblique connecting rods 603 arranged along the length direction of the transverse connecting rod 601 is not too many or too few, but is centered and can bring good connection strength.

[0069] In combination with the first aspect, in one embodiment, Figure 5 As shown, the cross-sections of the vertical connecting rod 602 and the oblique connecting rod 603 are concave shapes.

[0070] For example, by making the cross-sections of the vertical connecting rod 602 and the oblique connecting rod 603 concave-shaped, a lightweight design of the transverse connecting assembly 6 can be achieved, which facilitates its construction and installation.

[0071] In a second aspect, an embodiment of the present application provides a bridge jacking method, which comprises the following steps:

[0072] S1: Figure 6 As shown, in each pier 2, the steel boxes 3 on both sides of the support 201 are installed, the steel truss 1 is lifted by two jacks 5, the support 201 is removed and the remaining steel boxes 3 of the first layer are installed;

[0073] Exemplarily, steel boxes 3 are installed on the left and right sides of the support 201 on each pier 2, and the steel truss 1 is lifted by using the two jacks 5 on the installed steel boxes 3 to release the support work of the support 201 on each pier 2. Then, the support 201 can be removed and the remaining steel boxes 3 at the position of the support 201 can be added, thereby completing the installation of the first layer of steel boxes 3.

[0074] S2: Figure 7 , Figure 8 and Fig. 9 As shown, one jack 5 is used to lift and remove another jack 5, and the second layer of the steel box 3 at the removed jack 5 is installed, and multiple cushion blocks 8 are alternately lifted and placed on the top of the second layer of the steel box 3 and the top of the unremoved jack 5, until the height of the multiple cushion blocks 8 on the top of the second layer of the steel box 3 reaches the height of one steel box 3; wherein, every two cushion blocks 8 are fixed with bolts;

[0075] For example, Figure 8 As shown, the steel truss 1 can be lifted by the jack 5 on the right side, and the jack 5 on the left side can be removed, that is, the steel truss 1 can be lifted by multiple jacks 5 on one side. At this time, the second layer of steel boxes 3 can be installed on the left side of the jack 5 on the right side, and the second layer of steel boxes 3 and the corresponding steel boxes 3 on the first layer are fixedly connected through the first threaded holes 302, and the adjacent steel boxes 3 on the same layer are fixedly connected through the second threaded holes 304. Then, the first cushion block 8 is inserted into the second layer of steel boxes 3, as shown in FIG. Figure 8 As shown, the jack 5 is controlled to fall back, at which time the steel truss 1 is directly supported by the first pad 8; then a pad 8 is placed on the top of the jack 5, and the jack 5 is controlled to lift the steel truss 1. At this time, the second layer of pads 8 are inserted into the second layer of the steel box 3, and the jack 5 is controlled to fall back. At this time, the steel truss 1 is directly supported by two layers of pads 8. The jack 5 is controlled to lift the steel truss 1 repeatedly, and the third layer of pads 8 are inserted into the second layer of the steel box 3. The jack 5 is controlled to fall back. At this time, the steel truss 1 is directly supported by three layers of pads 8, and then the second layer of pads 8 are placed on the top of the jack 5. The jack 5 is controlled to lift the steel truss 1, as shown in the following steps. Fig. 9 As shown, until the height of the five cushion blocks 8 on the top of the second layer of partial steel box 3 reaches the height of one steel box 3, it is convenient for the subsequent installation of the third layer of partial steel box 3.

[0076] S3: Fig.10 and Fig.11 As shown, the third layer of steel boxes 3 are installed to remove the multiple pads 8 on the top of the second layer of steel boxes 3, and the multiple pads 8 on the top of the jack 5 are removed to fill the remaining steel boxes 3 of the second layer;

[0077] For example, Fig.10As shown, the third layer of steel box 3 is installed so that the five pads 8 on the top of the second layer of steel box 3 are removed. At this time, the steel truss 1 is directly supported by the third layer of steel box 3; Fig.11 As shown, the jack 5 is then controlled to fall back so as to remove the four pads 8 on the top of the jack 5, thereby facilitating the installation of the remaining steel boxes 3 on the right side of the second layer, thereby completing the installation of the steel boxes 3 of the second layer.

[0078] S4: Fig.12 As shown, the steps of alternately lifting and padding multiple cushion blocks 8 on the top of the second layer of steel boxes 3 and the top of the jacks 5 that have not been removed are repeated; the third layer of steel boxes 3 are installed to remove the multiple cushion blocks 8 on the top of the second layer of steel boxes 3, and the multiple cushion blocks 8 on the top of the jacks 5 are removed to complete the remaining steel boxes 3 of the second layer, and the multi-layer steel boxes 3 are assembled until the last steel box 3 and the jacks 5 contact the supporting steel truss 1; wherein a splicing plate 4 is fixed between any two adjacent steel boxes 3.

[0079] Exemplarily, the assembly work of the remaining third, fourth, fifth and sixth layers of steel boxes 3 can be cyclically repeated by S2 and S3 until the last remaining steel box 3 contacts the bottom of the supporting steel truss 1 .

[0080] In summary, the bridge jacking method can utilize the jacks 5 to assemble each layer of steel boxes 3 to achieve rapid jacking of the steel truss 1, greatly reduce the use time of large-scale construction machinery, and improve work efficiency. It can be built on the pier 2, and the operation will not affect the operation of the waterway, will not occupy the navigable waterway, and will not be closed during construction, thereby ensuring navigation safety.

[0081] In conjunction with the second aspect, in one implementation, in S1, the following steps are included:

[0082] S101: roughening the top surfaces of the piers 2 on both sides of the support 201 until the aggregate is exposed, drilling holes to install the embedded parts 7, and installing the steel boxes 3 on both sides of the support 201 using the embedded parts 7;

[0083] S102: Lift the steel truss 1 using two jacks 5 and remove the support 201;

[0084] S103: roughening the top surface of the pier 2 at the bottom of the support 201 until the aggregate is exposed, drilling holes to install the embedded parts 7, and installing the first layer of steel box 3 using the embedded parts 7.

[0085] In conjunction with the second aspect, in one implementation, in S2, the following steps are included:

[0086] S201: Use one jack 5 to test lift, and remove the other jack 5;

[0087] S202: Based on the thrust of the jack 5 on each pier 2, the total weight of the steel truss 1 is measured, and according to the total weight of the steel truss 1, the upper limit value of the thrust of the jack 5 during jacking is set to avoid the steel truss 1 from tilting due to excessive thrust;

[0088] S203: Install the second layer steel box 3 at the removed jack 5, and alternately lift and pad multiple cushion blocks 8 on the top of the second layer steel box 3 and the top of the jack 5 that has not been removed, until the height of the multiple cushion blocks 8 on the top of the second layer steel box 3 reaches the height of one steel box 3, wherein every two cushion blocks 8 are fixed with bolts.

[0089] In conjunction with the second aspect, in one implementation, before S202, the following steps are included:

[0090] S201-1: Check whether there is oil leakage in the jack 5, whether the hydraulic rod of the jack 5 is retracted, and whether there are deformation and cracks in the jack 5 and the steel box 3.

[0091] In conjunction with the second aspect, in one implementation, after S202, the following steps are included:

[0092] S202-2: End the trial lifting of the jack 5, record the displacement of the steel truss 1 along the transverse direction of the bridge, and observe the posture and displacement of the steel truss 1 after lifting.

[0093] In conjunction with the second aspect, in one implementation, after S4, the following steps are further included:

[0094] S5: Install the transverse connection assembly 6 between the steel boxes 3 at both ends of the pier 2.

[0095] In summary, the bridge jacking methods are as follows:

[0096] Step 1: Process the top base surface of each pier 2;

[0097] Specifically, the embedded parts 7 are installed according to the position of the steel box 3, the top surface of the large cushion stone of each pier 2 is roughened until the aggregate is exposed, and electric hammer drilling is used to plant reinforcement at the bottom of the position where the first layer of steel box 3 is to be installed. The drilling depth is 37 cm and the spacing is 18 cm.

[0098] Step 2: Install the first layer of steel box 3 and jack 5;

[0099] Specifically, after the embedded parts 7 are installed, the steel boxes 3 on both sides of the support 201 are installed first; then the formwork is set up, and the grouting material is filled so that the grouting material is in full contact with the bottom of the steel box 3, and the elevation and flatness of the first layer of steel box 3 are adjusted; after the strength of the grouting material reaches the design requirements, the formwork is removed; two jacks 5 are set up to release the constraints of the support 201, and the support 201 is removed symmetrically from the middle to both sides.

[0100] Step 3: Install the left side steel box 3 of the second layer, and use the left side steel box 3 of the second layer and the jack 5 to alternately lift the steel truss 1 with the support of the steel box 3;

[0101] Specifically, refer to Figure 7 , 8 As shown in Figure 9, the original stroke of the jack 5 is 15 cm. To ensure the safety of the lifting process, a standard lifting stroke of 10 cm is determined according to 2 / 3 of the original stroke. A 10 cm high cushion block 8 is selected as a temporary cushion structure. According to the stacking height of the cushion block 8, the height of the steel box 3 is selected. If the height of the steel box 3 is too small, it will affect the construction efficiency. If it is too large, it will easily cause structural instability. A 50 cm high steel box 3 is selected, and the stacking height of the cushion block 8 is 5 layers.

[0102] After the jack 5 is synchronously lifted for a standard stroke, the jack 5 is locked, and a 10cm high pad 8 is placed on the top of the left side steel box 3 of the second layer; the jack 5 slowly returns the oil to drop the beam, and a 10cm high pad 8 is placed on the top of the jack 5, and the lifting construction of one stroke is completed. Repeat the above operation, and after the second layer of pads 8 of the left side steel box 3 of the second layer are padded, the upper and lower pads 8 are connected into a whole with 8.8-grade M22 bolts.

[0103] Reference Fig. 9 After the height of the cushion block 8 on the top of the left side steel box of the second layer reaches 50cm, the jack 5 is locked. Fig.10 , replace the 5-layer pad 8 with a 0.5m high steel box 3, and connect the upper and lower steel boxes 3 with 8.8-grade M22 bolts to complete the installation of the left part of the third layer steel box 3. After the high-strength bolts are installed, refer to Fig.11 , the jack 5 slowly returns the oil to the top, replace the 4 pads 8 above the jack 5 with a 0.5m high steel box 3, and install it under the jack 5 to complete the filling of the steel box 3 on the right side of the second floor. After the installation is completed, check the flatness, verticality, tightness of the high-strength bolts and the firmness of the splicing plate 4 of the steel box 3.

[0104] Among them, before the formal lifting, the steel truss 1 is weighed and tried to be lifted. The weighing result is used as the upper limit of the reaction force of the lifting support point of the jack 5. By slowly adjusting the thrust of the jack 5, the steel truss 1 is lifted by 5mm. The jack 5 feeds back the thrust of each lifting point to the computer to measure the total weight of the steel truss 1. According to the data after weighing, the upper limit of the thrust at each lifting support point is set to avoid the steel truss 1 from tilting due to excessive thrust of the jack 5. The trial lifting height is 10mm, and the machine is stopped for 10 minutes. Check whether the jack 5 has oil leakage and whether the hydraulic rod is retracted; check whether the jack 5, steel box 3 and lower chord are deformed, cracked and other hazards; after the trial lifting is completed, the elevation of each measuring point and the lateral deviation of the steel truss 1 are recorded, and the posture and structural deviation of the steel truss 1 after the lifting are observed.

[0105] Step 4: If Figure 4 and Figure 5 As shown, a transverse connection assembly 6 is installed between the steel boxes 3 at both ends of the pier 2;

[0106] Specifically, refer to Figure 4 and Figure 5 Each pier 2 has two layers of steel boxes 3, and a transverse connecting assembly needs to be set between the steel boxes 3 in the transverse direction of the bridge for fixing. The transverse connecting assembly includes a transverse connecting rod 601, a vertical connecting rod 602, and an oblique connecting rod 603. The transverse connecting rod 601 is a double-jointed 20a channel steel, and its two ends are welded and fixed to the stiffening plate 303 on the steel box 3. The vertical connecting rod 602 and the oblique connecting rod 603 are 16a channel steel, and a total of 5 are set on each side. Among them, the transverse connecting rod 601 between the steel boxes 3 at both ends of the pier 2 needs to be connected at every height of the steel boxes 3 on both sides to maintain its stability. After installing multiple transverse connecting rods 601, the vertical connecting rod 602 and the oblique connecting rod 603 are installed.

[0107] In the description of the present application, it should be noted that the terms "upper", "lower", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present application. Unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be an indirect connection through an intermediate medium, or it can be a connection between the two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to the specific circumstances.

[0108] It should be noted that, in this application, relational terms such as "first" and "second" are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the sentence "comprise a ..." do not exclude the presence of other identical elements in the process, method, article or device including the elements.

[0109] The above description is only a specific implementation of the present application, so that those skilled in the art can understand or implement the present application. Various modifications to these embodiments will be apparent to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to the embodiments shown herein, but will conform to the widest range consistent with the principles and novel features applied for herein.

Claims

1. A temporary bridge support system, characterized in that: It includes: Multi-layer steel boxes (3), in any two adjacent layers of the steel boxes (3), two of the steel boxes (3) arranged along the height direction of the bridge are fixedly connected, and in each layer of the steel boxes (3), a splicing plate (4) is fixed between any two adjacent steel boxes (3); A jack (5), wherein the jack (5) and the steel box (3) on the top layer are located on the same layer.

2. The temporary bridge support system according to claim 1, characterized in that: The steel box (3) comprises: A plurality of I-beams (301), wherein the plurality of I-beams (301) are spaced apart in a longitudinal direction, the upper flange plate and the lower flange plate of the I-beam (301) are coaxially provided with a first threaded hole (302), and the web plate of the I-beam (301) is provided with a second threaded hole (304); A plurality of stiffening plates (303) are provided, wherein a stiffening plate (303) is fixed between any two adjacent I-beams (301).

3. The temporary bridge support system according to claim 1, characterized in that: N steel boxes (3), the splicing plates (4) and the jacks (5) form a group of support components. The number of the support components is multiple, and every two of the support components are used to be arranged on a pier (2), and a transverse connecting component (6) is fixed between the two support components on the pier (2).

4. The temporary bridge support system according to claim 3, characterized in that: The transverse connection assembly (6) comprises: A plurality of transverse connecting rods (601), wherein the plurality of transverse connecting rods (601) are spaced apart along the height direction of the bridge, and the length direction of the transverse connecting rods (601) is extended along the transverse direction of the bridge; In the two support assemblies on the pier (2), one end of the transverse connecting rod (601) is fixedly connected to the steel box (3) in the first group of support assemblies, and the other end thereof is fixed to the steel box (3) in the second group of support assemblies.

5. A bridge jacking method, characterized in that: It comprises the temporary support system according to any one of claims 1 to 4, and further comprises the following steps: In each bridge pier (2), steel boxes (3) are installed on both sides of the support (201), the steel truss (1) is lifted by two jacks (5), the support (201) is removed and the remaining steel boxes (3) of the first layer are installed; Using one jack (5) to lift and remove another jack (5), installing the second layer of the partial steel box (3) at the removed jack (5), and alternately lifting and padding a plurality of cushion blocks (8) on the top of the second layer of the partial steel box (3) and on the top of the jack (5) that has not been removed, until the height of the plurality of cushion blocks (8) on the top of the second layer of the partial steel box (3) reaches the height of one steel box (3); Install the third layer of steel boxes (3), remove the multiple pads (8) on the top of the second layer of steel boxes (3), and remove the multiple pads (8) on the top of the jack (5) to fill the remaining second layer of steel boxes (3); Repeat the steps of alternately lifting and padding multiple pads (8) on the top of the second layer of steel boxes (3) and the top of the jacks (5) that have not been removed; install the third layer of steel boxes (3) to remove the multiple pads (8) on the top of the second layer of steel boxes (3), remove the multiple pads (8) on the top of the jacks (5) to complete the remaining steel boxes (3) of the second layer, and complete the assembly of multiple layers of steel boxes (3) until the last steel box (3) contacts the supporting steel truss (1); wherein a splicing plate (4) is fixed between any two adjacent steel boxes (3).

6. The bridge jacking method according to claim 5, characterized in that: The method comprises: installing steel boxes (3) on both sides of the support (201) in each bridge pier (2), lifting the steel truss (1) by using two jacks (5), removing the support (201) and installing the remaining steel boxes (3) of the first layer, including: The top surfaces of the bridge piers (2) on both sides of the support (201) are roughened until the aggregate is exposed, and then holes are drilled to install the embedded parts (7), and the steel boxes (3) on both sides of the support (201) are installed using the embedded parts (7); Lift the steel truss (1) using two jacks (5) and remove the support (201); The top surface of the bridge pier (2) at the bottom of the support (201) is roughened until the aggregate is exposed, and then holes are drilled to install the embedded parts (7), and the remaining steel boxes (3) of the first layer are installed using the embedded parts (7).

7. The bridge jacking method according to claim 5, characterized in that: Before using one jack (5) to lift and remove another jack (5), the method further comprises: Use one jack (5) to test lift the structure, and remove the other jack (5); Based on the thrust of the jack (5) on each pier (2), the total weight of the steel truss (1) is measured, and according to the total weight of the steel truss (1), the upper limit value of the thrust of the jack (5) during jacking is set to avoid the steel truss (1) from tilting due to excessive thrust.

8. The bridge jacking method according to claim 7, characterized in that: Before measuring the total weight of the steel truss (1) based on the thrust of the jack (5) on each pier (2), and setting the upper limit value of the thrust of the jack (5) during jacking according to the total weight of the steel truss (1), the method further includes: Check whether the jack (5) has oil leakage, whether the hydraulic rod of the jack (5) has retracted, and whether the jack (5) and the steel box (3) have deformation and cracks.

9. The bridge jacking method according to claim 7, characterized in that: After measuring the total weight of the steel truss (1) based on the thrust of the jack (5) on each pier (2), and setting the upper limit value of the thrust of the jack (5) during jacking according to the total weight of the steel truss (1), the method further includes: After the trial lifting of the jack (5) is completed, the deviation of the steel truss (1) along the transverse direction of the bridge is recorded, and the posture and deviation of the steel truss (1) after the lifting is observed.

10. The bridge jacking method according to claim 5, characterized in that: After the steps of repeatedly lifting and padding a plurality of cushion blocks (8) alternately on the top of the second layer of steel boxes (3) and the top of the jacks (5) that have not been removed; installing the third layer of steel boxes (3), removing the plurality of cushion blocks (8) on the top of the second layer of steel boxes (3), and removing the plurality of cushion blocks (8) on the top of the jacks (5) to complete the remaining steel boxes (3) of the second layer, and completing the assembly of the multi-layer steel boxes (3), until the last steel box (3) and the jacks (5) contact the supporting steel truss (1), the method further comprises: A transverse connection assembly (6) is installed between the steel boxes (3) at both ends of the pier (2).

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