Welding-free construction method for side span section bracket of high pier cantilever casting continuous beam bridge

Abstract

The invention relates to the technical field of bridge construction, in particular to a high pier cast-in-cantilever continuous beam bridge side span section bracket welding-free construction method which comprises the following steps: step 1, pre-burying a counter-pull anchor bar for bracket pre-pressing, pre-burying a box type box for bracket mounting and pre-burying a prestressed pipeline for bracket anchoring; and secondly, brackets are installed and connected in series. And thirdly, loading and unloading supports, cross beams and longitudinal distribution beams are sequentially installed above the brackets. Fourthly, back pressure cross beams and back pressure longitudinal beams are sequentially installed on the longitudinal distribution beams; a carrying pole beam and a center hole jack are sequentially arranged on the back pressure longitudinal beam; and installing a steel strand in the center hole jack, and connecting the steel strand with the counter-pulling anchor bar. And fifthly, a center hole jack is adopted for tensioning the steel strand to conduct tensioning and pre-pressing on the bracket, and after the design is met through pre-pressing detection, the next working procedure is started for construction. According to the construction method, the bracket mounting efficiency is effectively improved, and the construction cost is reduced.

Description

Technical Field

[0001] This invention relates to the technical field of bridge construction, specifically a construction method for weld-free side span brackets in a high-pier cantilever continuous beam bridge. Background Technology

[0002] In my country, three common construction methods for the side spans of continuous beam bridges are ground-supported steel pipe scaffolding, ground-supported full-span scaffolding, and corbel bracketing. Ground-supported full-span scaffolding involves arranging full-span scaffolding on both sides of the pier foundation to form a spatial support structure system. Its characteristics include a long construction period, high material consumption, high requirements for foundation bearing capacity, and significant limitations in mountainous areas, underwater locations, and high piers. Ground-supported steel pipe scaffolding uses large steel pipes instead of full-span scaffolding; for high pier cast-in-place construction, the scaffolding construction period is long and costly. The traditional corbel bracketing method involves pre-embedding corbels or connecting steel plates in the pier body during construction, and then welding the corbel components on-site after pier construction. This method involves large on-site welding operations, low construction efficiency, and is greatly affected by external environment and weather, making it difficult to guarantee welding quality. Dismantling requires cutting and separation, resulting in high material loss, low recycling rate, and significantly increased construction costs.

[0003] Given the shortcomings of existing technologies, it is necessary to develop a construction technology for weld-free side span brackets in high-pier cantilever continuous beam bridges. Summary of the Invention

[0004] The purpose of this invention is to address the problems existing in the prior art by providing a construction method for weld-free brackets for the side spans of high-pier cantilever continuous beam bridges. This construction method uses pre-embedded box-shaped boxes on the pier as the support structure for the corbels, and uses precision-rolled threaded steel bars to anchor the corbels. This fully utilizes the bearing capacity of the pier itself, significantly reduces the amount of support materials, reduces support costs, avoids the quality and safety risks of on-site welding of high-altitude corbels, and improves the prefabrication and recycling rate of corbel installation, effectively improving corbel installation efficiency and reducing construction costs.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A construction method for a cantilever continuous beam bridge with high piers that eliminates the need for welding in the side span brackets includes the following steps: Step 1: Pre-embed the anti-tension anchor bars for bracket pre-stressing, pre-embed the box-shaped box for corbel installation, and pre-stressed ducts for anchoring the corbel.

[0006] Step 2: Install brackets inside the box-shaped box; install tie rods inside the prestressed ducts to anchor the brackets; install cross bracing to connect multiple brackets in series.

[0007] Step 3: Install the unloading support, crossbeam and longitudinal distribution beam in sequence above the corbel; the crossbeam is a standard Bailey beam and the longitudinal distribution beam is made of I-beam.

[0008] Step 4: Install the counter-pressure crossbeam and counter-pressure longitudinal beam sequentially on the longitudinal distribution beam; install the spreader beam and the through-hole jack sequentially on the counter-pressure longitudinal beam; install steel strands inside the through-hole jack and connect the steel strands to the counter-tension anchor bars; the counter-pressure crossbeam, counter-pressure longitudinal beam and spreader beam are all made of structural steel, the steel strands are prestressed steel strands, and the steel strands are anchored to the counter-tension anchor bars using connectors, which are made of welded steel plates.

[0009] Step 5: Use a through-hole jack to tension the steel strands and pre-stress the bracket. After the pre-stress test confirms that the design is met, the next construction step can begin. The next construction step includes the removal of the counter-pressure crossbeam, counter-pressure longitudinal beam, spreader beam, steel strands, and through-hole jack. After removal, lay the formwork and reinforcing steel for the side span's cast-in-place construction, and finally pour concrete. After the concrete has cured, the bracket is removed. The dismantling steps of the bracket are as follows: a) Lower the height of the unloading support. By unscrewing the matching nut of the load-bearing threaded tie rod, the two wedge blocks slide to both sides under the load borne by the support plate, so that the height of the support plate decreases and the formwork is finally removed from the bottom concrete surface of the beam; b) Remove the bottom formwork, longitudinal distribution beam, and cross beam. First, release the connecting screws of the bottom formwork, drag the bottom formwork piece by piece out of the bottom of the beam and hoist it to the ground; then release the fixing wires of the longitudinal distribution beam, drag the longitudinal distribution beam piece by piece out of the bottom of the beam and hoist it to the ground; finally, release the saddle bolts of the cross beam, drag the cross beam and unloading support piece by piece out of the bottom of the beam and hoist it to the ground; the bottom formwork, longitudinal distribution beam, and cross beam are all hoisted using the two-point hoisting method; c) Remove the corbel. First, hang the corbel with a hoisting rope, then release the anchoring of the tie rod, and then drag the lower chord of the corbel out of the box-shaped box and slowly lower it to the ground using a winch to complete the removal of the corbel.

[0010] Further preferred embodiments: the anti-tension anchor bars are made of precision-rolled threaded steel bars, the box-shaped box is made of steel plate, and the prestressed duct is made of continuous steel pipe.

[0011] Further preferred: the corbel is made of structural steel and consists of a lower chord, vertical members, diagonal members, upper chord, and reinforcing web members. The lower chord, vertical members, and upper chord are all double-jointed structures. The transverse bracing is made of structural steel and is a truss plate structure.

[0012] A further preferred embodiment: The unloading support is assembled from wedge blocks, a support plate, a load-bearing threaded rod, and a matching nut. Two wedge blocks are symmetrically arranged, and each wedge block has a mounting hole for the load-bearing threaded rod to pass through, connecting the two wedge blocks in series. The load-bearing threaded rod passes through the mounting hole and is fitted with a matching nut to limit the wedge block's position. The support plate is installed on the two wedge blocks. Both the wedge blocks and the support plate are made of steel plate, and the load-bearing threaded rod is made of high-strength threaded steel bar. The height of the unloading support is adjusted by rotating the matching nut. By adjusting the position of the matching nut on the load-bearing threaded rod, the distance between the two wedge blocks is adjusted, thereby adjusting the height of the support plate.

[0013] A further preferred embodiment: the inclined surface of the wedge block is provided with multiple sliding grooves, and the bottom of the support plate is provided with multiple sliders. The sliders are slidably connected with the sliding grooves. Due to the restriction of the sliders and sliding grooves, the support plate will not move laterally.

[0014] A further preferred embodiment is that the pre-embedding of the anti-tension anchor bar is carried out during the construction of the foundation. The anti-tension anchor bar is accurately pre-embedded in the foundation concrete corresponding to the plane projection of the pre-loading point of the bracket. The bottom of the anti-tension anchor bar is provided with spiral steel bar, steel pad and nut. The basic anchorage length of the anti-tension anchor bar should be determined by stress calculation.

[0015] Further preferred embodiments: the box-shaped box is pre-embedded during pier construction, with multiple layers of steel mesh installed in the pier concrete at the bottom of the box-shaped box; the cross-sectional dimensions of the box-shaped box are larger than the cross-sectional dimensions of the lower chord of the corbel; and the pre-embedding depth of the box-shaped box is not less than 50cm. The pre-embedded prestressed duct is pre-embedded during cap beam construction, with the prestressed duct being pre-embedded straight, and the center of the prestressed duct port being on the same vertical line as the center of the box-shaped box cross-section.

[0016] A further preferred embodiment: The corbel is installed by using a crane to vertically lift the corbel to the installation position, the lower chord of the corbel is inserted into the box-shaped box, and the vertical rod is adjusted to fit tightly against the cap beam and remain vertical; tie rods are inserted into the prestressed duct, one end of the tie rod is anchored to the back of the cap beam, and the other end of the tie rod is anchored to the vertical rod; the horizontal brace is bolted to the corbel and is installed on the diagonal rod.

[0017] Further preferred embodiment: The unloading supports are installed and fixed on the upper chord of the corbel according to the design spacing, and the top surface of the unloading supports should be measured and adjusted to the same elevation; the crossbeam is pre-assembled into a whole on the ground, lifted to the installation position by a crane, placed on the unloading supports, and fixed to the upper chord of the corbel by U-bolts; the longitudinal distribution beams are laid and placed on the crossbeams from the middle to both sides according to the design spacing, and the longitudinal distribution beams are fixed to the crossbeams by wire binding.

[0018] Further preferred configuration: The counter-pressure crossbeam is laid along its entire length on the longitudinal distribution beam, and the counter-pressure crossbeam is symmetrically arranged on both sides before and after the pre-loading point of the bracket; the counter-pressure longitudinal beam is laid on the counter-pressure crossbeam, and the counter-pressure longitudinal beam is symmetrically arranged on both sides of the pre-loading point of the bracket; the spreader beam is placed on the counter-pressure longitudinal beam, with the midpoint of the spreader beam coinciding with the pre-loading point of the bracket, and the through-hole jack is installed on the spreader beam; the upper end of the steel strand is threaded through the through-hole jack, and the lower end of the steel strand is anchored to the counter-tensioning anchor bar through a connector; the through-hole jack is used to tension the steel strand, and tensioning is carried out in stages according to 20%, 60%, 80%, and 100% of the pre-loading load; the deformation of the bracket is observed and recorded according to the pre-loading monitoring procedure; after the bracket meets the design requirements after pre-loading testing, it can proceed to the next construction process.

[0019] Compared with existing technologies, the beneficial effects of this construction method are as follows: 1. By pre-embedding anti-tension anchor bars in the foundation and connecting steel strands to pre-stress the cast-in-place bracket, the risk of high-altitude pre-stressing on the bracket is avoided, which greatly improves the pre-stressing efficiency and construction safety of the cast-in-place bracket.

[0020] 2. Pre-embedded box-type structures are used as the supporting structure for the brackets, and precision-rolled threaded steel bars are used to anchor the brackets. This avoids the safety risks associated with on-site welding of high-altitude brackets, while also improving the prefabrication and recycling rate of bracket installation, effectively increasing bracket installation efficiency and reducing construction costs.

[0021] 3. By installing corbels on the pier, the pier's own load-bearing capacity is fully utilized, significantly reducing the amount of support materials and the cost of the support. Attached Figure Description

[0022] Figure 1 Schematic diagram of the bracket installation structure for the side span of a continuous beam bridge with cantilevered casting at high piers; Figure 2 for Figure 1 A schematic diagram of the left-side cross-section; Figure 3 A structural schematic diagram of pre-embedded anti-tension anchor bars for the foundation; Figure 4 This is a schematic diagram of the structure of a cow's leg; Figure 5 This is a schematic diagram of the structure for removing the support; Figure 6 for Figure 5 A schematic diagram of the decomposed structure; The names corresponding to the serial numbers in the figure are: 1. Bracket; 2. Unloading support; 3. Crossbeam; 4. Longitudinal distribution beam; 5. Counter-pressure crossbeam; 6. Counter-pressure longitudinal beam; 7. Spreader beam; 8. Steel strand; 9. Reverse anchor bar; 10. Horizontal bracing; 11. Connector; 12. Prestressed duct; 13. Through-hole jack; 14. Spiral reinforcement; 15. Steel pad; 16. Nut; 17. Box-type box; 18. Tie anchor bar; 101. Lower chord; 102. Vertical bar; 103. Upper chord; 104. Diagonal bar; 105. Reinforcing web bar; 201. Wedge block; 202. Support plate; 203. Load-bearing threaded tie rod; 204. Matching nut; 205. Slide groove; 206. Sliding block; 207. Mounting hole. Detailed Implementation

[0023] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0024] Example 1

[0025] The following steps can be used to complete the welding-free installation of the side span brackets for a high-pier cantilever continuous beam bridge: Step 1: Pre-embed the anti-tension anchor bar 9 for pre-stressing the bracket, the box-shaped box 17 for installing the corbel, and the prestressed duct 12 for anchoring the corbel.

[0026] Step 2: Insert brackets 1 into the box-shaped box 17; insert tie rods 18 into the prestressed duct 12 to anchor the brackets 1; install cross bracing 10 to connect multiple brackets 1 in series.

[0027] Step 3: Install the unloading support 2, the crossbeam 3, and the longitudinal distribution beam 4 in sequence above the corbel 1; the crossbeam 3 is a standard Bailey beam, and the longitudinal distribution beam 4 is made of I-beam.

[0028] Step 4: Install the counter-pressure crossbeam 5 and counter-pressure longitudinal beam 6 sequentially on the longitudinal distribution beam 4; install the spreader beam 7 and the through-hole jack 13 sequentially on the counter-pressure longitudinal beam 6; install the steel strand 8 inside the through-hole jack 13 and connect the steel strand 8 to the counter-tension anchor bar 9; the counter-pressure crossbeam 5, counter-pressure longitudinal beam 6 and spreader beam 7 are all made of structural steel, the steel strand 8 is made of prestressed steel strand, and the steel strand 8 is anchored to the counter-tension anchor bar 9 using connector 11, which is made of welded steel plate.

[0029] Step 5: Use the through-hole jack 13 to tension the steel strand 8 to pre-stress the bracket. After the pre-stress test meets the design requirements, the next construction process can begin. The next construction process includes the removal of the counter-pressure crossbeam 5, counter-pressure longitudinal beam 6, spreader beam 7, steel strand 8, and through-hole jack 13. After removal, lay the side span cast-in-place formwork and reinforcement, and finally pour concrete. After the concrete has cured, the bracket is removed. The bracket removal steps are as follows: a) Lower the height of the unloading support 2 by unscrewing the matching nut 204 of the load-bearing threaded tie rod 203 outward. Under the load of the support plate 202, the two wedge blocks 201 slide to both sides, causing the height of the support plate 202 to decrease, and finally causing the formwork to detach from the bottom concrete surface of the beam; b) Remove the bottom formwork, longitudinal distribution beam 4, and crossbeam 3. First, loosen the bottom formwork connecting screws, drag the bottom formwork piece by piece out of the beam bottom and hoist it to the ground; then loosen the longitudinal distribution beam 4. Secure the wires, pull the longitudinal distribution beams 4 one by one out of the bottom of the beam and hoist them to the ground; finally, release the saddle bolts of the crossbeam 3, pull the crossbeam 3 and the unloading support 2 one by one out of the bottom of the beam and hoist them to the ground; the bottom formwork, longitudinal distribution beams 4, and crossbeams 3 are all hoisted using the two-point hoisting method; c. Remove the corbel 1, first hang the corbel 1 with a hoisting rope, then release the anchoring of the tie rod 18, and then pull the lower chord 101 of the corbel 1 out of the box 17, and slowly lower it to the ground using a winch to complete the removal of the corbel 1.

[0030] The anti-tension anchor bar 9 is made of finely rolled threaded steel bar, the box-shaped box 17 is made of steel plate, and the prestressed duct 12 is made of continuous steel pipe.

[0031] The corbel 1 is made of steel profiles and consists of a lower chord 101, a vertical member 102, a diagonal member 104, an upper chord 103, and a reinforcing web member 105. The lower chord 101, the vertical member 102, and the upper chord 103 are all double-jointed structures. The transverse brace 10 is made of steel profiles and is a truss plate structure.

[0032] The aforementioned drop support 2 is assembled from wedge blocks 201, support plates 202, load-bearing threaded rods 204, and matching nuts 205. Two wedge blocks 201 are symmetrically arranged. Each wedge block 201 has a mounting hole 207 for the load-bearing threaded rod 204 to pass through, connecting the two wedge blocks 201 in series. The load-bearing threaded rod 204 passes through the mounting hole 207 and is fitted with a matching nut 205 to limit the movement of the wedge blocks 201. The support plate 202 is mounted on the two wedge blocks 201. Both the wedge blocks 201 and the support plate 202 are made of steel plates, while the load-bearing threaded rod 203 is made of precision-rolled threaded steel bars. The height of the drop support 2 is adjusted by rotating the matching nut 205. By adjusting the position of the matching nut 205 on the load-bearing threaded rod 203, the distance between the two wedge blocks 201 is adjusted, thereby adjusting the height of the support plate 202.

[0033] The inclined surface of the wedge block 201 is provided with multiple sliding grooves 205, and the bottom of the support plate 202 is provided with multiple sliders 206, which are slidably connected to the sliding grooves 205.

[0034] The pre-embedding of the anti-tension anchor bar 9 is carried out during the construction of the foundation. The anti-tension anchor bar 9 is accurately pre-embedded for the pre-stressing of the bracket. The anti-tension anchor bar 9 is pre-embedded in the foundation concrete corresponding to the plane projection of the pre-stressing point of the bracket. The bottom of the anti-tension anchor bar 9 is provided with spiral steel bar 14, steel pad 15 and nut 16. The basic anchorage length of the anti-tension anchor bar 9 should be determined by stress calculation.

[0035] The pre-embedding of the box-shaped box 17 is carried out during the pier construction. The box-shaped box 17 has multiple layers of steel mesh in the pier concrete at the bottom. The cross-sectional dimensions of the box-shaped box 17 are larger than the cross-sectional dimensions of the lower chord 101 of the corbel 1. The pre-embedding depth of the box-shaped box 17 is not less than 50cm. The pre-embedding of the prestressed duct 12 is carried out during the cap beam construction. The prestressed duct 12 needs to be pre-embedded straight, and the center of the end of the prestressed duct 12 is on the same vertical line as the center of the cross-section of the box-shaped box 17.

[0036] The bracket 1 is installed by using a crane to vertically lift the bracket 1 to the installation position. The lower chord 101 of the bracket 1 is inserted into the box-shaped box 17. The vertical rod 102 is adjusted to fit tightly with the cap beam and keep it vertical. Tie anchor bars 18 are inserted into the prestressed duct 12. One end of the tie anchor bar 18 is anchored behind the cap beam, and the other end of the tie anchor bar 18 is anchored to the vertical rod 102. The horizontal bracing 10 is bolted to the bracket 1 and is installed on the diagonal rod 104.

[0037] The unloading support 2 is installed and fixed on the upper chord 103 of the bracket 1 according to the design spacing. The top surface of the unloading support 2 should be measured and adjusted to the same elevation. The crossbeam 3 is pre-assembled into a whole on the ground and lifted to the installation position by a crane. The crossbeam 3 is placed on the unloading support 2 and fixed to the upper chord 103 of the bracket 1 using U-bolts. The longitudinal distribution beam 4 is laid and placed on the crossbeam 3 from the middle to both sides according to the design spacing. The longitudinal distribution beam 4 is fixed to the crossbeam 3 by binding with iron wire.

[0038] The counter-pressure crossbeam 5 is laid along its entire length on the longitudinal distribution beam 4, and is symmetrically arranged on both sides before and after the pre-loading point of the bracket. The counter-pressure longitudinal beam 6 is laid on the counter-pressure crossbeam 5, and is symmetrically arranged on both sides of the pre-loading point of the bracket. The spreader beam 7 is placed on the counter-pressure longitudinal beam 6, with the midpoint of the spreader beam 7 coinciding with the pre-loading point of the bracket. The through-hole jack 13 is installed on the spreader beam 7. The upper end of the steel strand 8 is threaded through the through-hole jack 13, and the lower end of the steel strand 8 is anchored to the counter-tension anchor bar 9 through the connector 11. The through-hole jack 13 is used to tension the steel strand 8, and tensioning is carried out in stages according to the pre-loading load of 20%, 60%, 80%, and 100%. The deformation of the bracket is observed and recorded according to the pre-loading monitoring procedure. After the bracket meets the design requirements after pre-loading testing, it can proceed to the next construction process.

[0039] The above description is not intended to limit the present invention, nor is the present invention limited to the above examples. Any changes, modifications, additions or substitutions made by those skilled in the art within the scope of the present invention should be protected by the present invention.

Claims

1. A construction method for a cantilever continuous beam bridge with high piers, characterized in that: Includes the following steps: Step 1: Pre-embed the anti-tension anchor bar (9) for bracket pre-stressing, pre-embed the box-shaped box (17) for corbel installation, and pre-embed the prestressed duct (12) for anchoring the corbel. Step 2: Insert brackets (1) into the box-shaped box (17); insert tie rods (18) into the prestressed duct (12) to anchor the brackets (1); install cross bracing (10) to connect multiple brackets (1) in series; Step 3: Install the unloading support (2), the crossbeam (3) and the longitudinal distribution beam (4) in sequence above the corbel (1); Step 4: Install the counter-pressure crossbeam (5) and counter-pressure longitudinal beam (6) in sequence on the longitudinal distribution beam (4); install the spreader beam (7) and the through-hole jack (13) in sequence on the counter-pressure longitudinal beam (6); install the steel strand (8) inside the through-hole jack (13) and connect the steel strand (8) to the counter-tension anchor bar (9); Step 5: Use a through-hole jack (13) to tension the steel strand (8) to pre-stress the bracket. After the pre-stress test meets the design requirements, proceed to the next construction process.

2. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The anti-tension anchor bar (9) is made of finely rolled threaded steel bar, the box-shaped box (17) is made of steel plate, and the prestressed duct (12) is made of continuous steel pipe.

3. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The corbel (1) is made of steel profiles and consists of a lower chord (101), a vertical member (102), a diagonal member (104), an upper chord (103), and a reinforcing web member (105). The lower chord (101), the vertical member (102), and the upper chord (103) are all double-jointed structures. The cross brace (10) is made of steel profiles and is a truss plate structure.

4. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The unloading support (2) is assembled from wedge blocks (201), support plates (202), load-bearing threaded rods (204) and matching nuts (205). Two wedge blocks (201) are arranged symmetrically. The wedge blocks (201) are provided with mounting holes (207) for the load-bearing threaded rods (204) to pass through and connect the two wedge blocks (201) in series. The load-bearing threaded rods (204) pass through the mounting holes (207) and are equipped with matching nuts (205) to limit the wedge blocks (201). The support plates (202) are installed on the two wedge blocks (201).

5. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 4, characterized in that, The inclined surface of the wedge block (201) is provided with multiple sliding grooves (205), and the bottom of the support plate (202) is provided with multiple sliders (206), which are slidably connected to the sliding grooves (205).

6. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The pre-embedding of the anti-tension anchor bar (9) is to accurately pre-embedding the anti-tension anchor bar (9) for the pre-stressing of the bracket during the construction of the pier cap. The anti-tension anchor bar (9) is pre-embedded in the pier cap concrete corresponding to the plane projection of the pre-stressing point of the bracket. The bottom of the anti-tension anchor bar (9) is provided with spiral steel bar (14), steel pad (15) and nut (16).

7. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The pre-embedding of the box-shaped box (17) is carried out during the construction of the pier body. The box-shaped box (17) is accurately pre-embedded in the pier body concrete at the bottom of the box-shaped box (17). The cross-sectional dimensions of the box-shaped box (17) are larger than the cross-sectional dimensions of the lower chord (101) of the corbel (1). The pre-embedding depth of the box-shaped box (17) is not less than 50cm. The pre-embedding of the prestressed duct (12) is carried out during the construction of the cap beam. The prestressed duct (12) needs to be pre-embedded straight. The center of the port of the prestressed duct (12) is on the same vertical line as the center of the cross-section of the box-shaped box (17).

8. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The installation of the bracket (1) is carried out by using a crane to lift the bracket (1) vertically to the installation position. The lower chord (101) of the bracket (1) is inserted into the box-shaped box (17). The vertical rod (102) is adjusted to fit tightly with the cap beam and keep it vertical. Tie anchor bars (18) are inserted in the prestressed duct (12). One end of the tie anchor bar (18) is anchored behind the cap beam, and the other end of the tie anchor bar (18) is anchored on the vertical rod (102). The horizontal bracing (10) is bolted to the bracket (1). The horizontal bracing (10) is installed on the diagonal rod (104).

9. The construction method for weld-free side span brackets of high-pier cantilever continuous beam bridges according to claim 1, characterized in that, The aforementioned unloading support (2) is installed and fixed on the upper chord (103) of the corbel (1) according to the design spacing. The top surface of the unloading support (2) should be measured and adjusted to the same elevation. The crossbeam (3) is pre-assembled into a whole on the ground and lifted to the installation position by a crane. The crossbeam (3) is placed on the unloading support (2) and fixed on the upper chord (103) of the corbel (1) by using saddle bolts. The longitudinal distribution beam (4) is laid and placed on the crossbeam (3) from the middle to both sides according to the design spacing. The longitudinal distribution beam (4) is fixed on the crossbeam (3) by binding with iron wire.

10. The construction method for weld-free side span brackets of a high-pier cantilever continuous beam bridge according to claim 1, characterized in that, The counter-pressure crossbeam (5) is laid along its length on the longitudinal distribution beam (4), and the counter-pressure crossbeam (5) is symmetrically arranged on both sides before and after the pre-loading point of the bracket; the counter-pressure longitudinal beam (6) is laid on the counter-pressure crossbeam (5), and the counter-pressure longitudinal beam (6) is symmetrically arranged on both sides of the pre-loading point of the bracket; the spreader beam (7) is placed on the counter-pressure longitudinal beam (6), and the midpoint of the spreader beam (7) coincides with the pre-loading point of the bracket; the through-hole jack (13) is installed on the spreader beam (7); steel strand The upper end of (8) is inserted into the through-hole jack (13), and the lower end of the steel strand (8) is anchored to the anti-tension anchor bar (9) through the connector (11). The through-hole jack (13) is used to tension the steel strand (8) in stages of 20%, 60%, 80% and 100% of the preload. The deformation of the bracket is observed and recorded according to the preload monitoring procedure. After the bracket meets the design requirements after the preload test, it enters the next construction process.

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