Truss pre-pressing system for high-pier large-span gate-type pier cover beam

Abstract

The utility model discloses a truss pre-pressing system for a high-pier large-span gate-type pier cover beam, and each span of a bridge comprises at least two groups of truss pre-pressing systems, each group of truss prepressing system comprises two pre-buried brackets, two groups of cover beam trusses, two groups of truss stress distribution beams, two prepressing main beams, at least two groups of jacks, two groups of prepressing trusses, two prepressing anchor beams, two back pressing beams and two groups of stress prestressed tendons which are arranged in parallel; according to the utility model, the pre-pressing of the high-pier large-span gate-type pier cover beam truss can be met, the whole pre-pressing system is simple to operate and low in installation difficulty, meanwhile, the stress state of a truss system in construction can be better simulated by pre-pressing the uniformly distributed truss stress distribution beams, the pre-pressing condition of the truss is reflected, and the construction efficiency is improved. Meanwhile, counter-force pre-pressing can be arranged according to the stress condition of the gate-type pier cover beam, and different stress conditions of the midspan and the end positions are guaranteed; the pre-pressing system is better in overall pre-pressing performance, and the stress response condition of the structure is more visual.

Description

Technical Field

[0001] The utility model relates to the technical field of construction of portal pier capping beams, in particular to a truss preloading system for high pier and long-span portal pier capping beams. Background Technique

[0002] In the construction of high pier and long-span portal pier capping beams of bridges, common construction methods such as full hall scaffolds, steel pipes + Bailey beams, etc. can no longer meet the economic rationality of the construction of high pier and long-span portal pier capping beams. The construction method of embedded corbels + trusses is mostly adopted. In order to ensure the stability and safety of the scaffold, it is necessary to preload the high pier and long-span portal pier capping beams. Common preloading methods are concrete blocks, water tanks, sandbags, etc. This preloading method takes a long time and is not conducive to improving construction efficiency.

[0003] Therefore, it is necessary to develop a truss preloading system for high pier and long-span portal pier capping beams to solve the above problems. Content of the Utility Model

[0004] The purpose of the utility model is to design a truss preloading system for high pier and long-span portal pier capping beams to solve the above problems.

[0005] The utility model realizes the above purpose through the following technical solutions:

[0006] A truss preloading system for high pier and long-span portal pier capping beams. Each span of the bridge includes at least two groups of truss preloading systems. Each group of truss preloading systems includes:

[0007] Two embedded corbels; the two embedded corbels are embedded on two opposite sides of the bridge pier;

[0008] Two groups of capping beam trusses; the two groups of preloading trusses are arranged on two opposite sides of the bridge pier, and the two groups of capping beam trusses are respectively installed above the two embedded corbels;

[0009] Two groups of truss force distribution beams; the two groups of truss force distribution beams are respectively arranged in front of and behind the bridge pier. Each group of truss force distribution beams includes multiple truss force distribution beams, and the multiple truss force distribution beams are arranged parallel to each other;

[0010] Two preloading main beams; the two preloading main beams are respectively arranged in front of and behind the bridge pier. The two groups of truss force distribution beams are placed between the two preloading main beams and the two groups of capping beam trusses, and the capping beam trusses are placed above the preloading main beams;

[0011] At least two groups of jacks; the two groups of jacks are arranged on two opposite sides of the bridge pier. Each group of jacks includes at least one jack, and at least one jack is arranged at both ends of each preloading main beam;

[0012] Two groups of preloading trusses; the two groups of preloading trusses are arranged on two opposite sides of the pier, and the lower end of each group of preloading trusses is connected to the top of at least two jacks; at least two groups of truss preloading systems in each span of the bridge share the cap beam truss and the preloading truss;

[0013] Two preloading anchor beams; the two preloading anchor beams are arranged in parallel;

[0014] Two counter-pressure beams; the two counter-pressure beams are arranged in parallel; the preloading anchor beam is placed between the counter-pressure beam and the preloading truss, and the counter-pressure beam is placed above the preloading truss;

[0015] Two groups of parallel stressed prestressing tendons; each group of stressed prestressing tendons includes multiple mutually parallel stressed prestressing tendons, the lower ends of the stressed prestressing tendons are embedded in the pier body of the pier, and the upper end fixed positions of the stressed prestressing tendons are installed on the top of the counter-pressure beam.

[0016] The beneficial effects of the present utility model are as follows: the preloading system has higher preloading efficiency and lower required cost, while improving the preloading effect and effectively simulating the stress state of the truss in actual construction.

[0017] The present utility model can meet the preloading of the cap beam truss of the high pier and large-span portal pier. The entire preloading system is simple to operate and has a low installation difficulty. At the same time, preloading with the evenly distributed truss stress distribution beam can better simulate the stress state of the truss system in construction, reflect the truss preloading situation, and at the same time, the reaction force preloading can be arranged according to the stress situation of the portal pier cap beam to ensure different stress situations at the mid-span and end positions; the overall preloading performance of the preloading system is better, and the structural stress reaction situation is more intuitive. The preloading uses the same truss as the cap beam truss, avoiding the generation of additional truss costs, and at the same time, this preloading tests the reliability of two batches of trusses. Description of the Drawings

[0018] Figure 1 is the front view of the present application;

[0019] Figure 2 is Figure 1 the partial structure enlarged view in

[0020] Figure 3 is the side view of the present application;

[0021] Figure 4 is Figure 3 the partial structure enlarged view in

[0022] In the figure: 1, embedded corbel; 2, cap beam truss; 3, truss stress distribution beam; 4, preloading main beam; 5, jack; 6, preloading truss; 7, preloading anchor beam; 8, counter-pressure beam; 9, stressed prestressing tendon. Detailed Implementation Modes

[0023] To make the objectives, technical solutions, and advantages of the embodiments of the present utility model clearer, the technical solutions in the embodiments of the present utility model will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present utility model. Apparently, the described embodiments are some, but not all, of the embodiments of the present utility model. Components of the embodiments of the present utility model generally described and illustrated in the accompanying drawings herein can be arranged and designed in a variety of different configurations.

[0024] Therefore, the following detailed description of the embodiments of the present utility model provided in the accompanying drawings is not intended to limit the scope of the claimed present utility model, but merely represents selected embodiments of the present utility model. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present utility model without creative efforts fall within the scope of protection of the present utility model.

[0025] It should be noted that like reference numerals and letters denote like items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings.

[0026] In the description of the present utility model, it should be understood that the orientation or positional relationships indicated by the terms "upper", "lower", "inner", "outer", "left", "right", etc. are based on the orientation or positional relationships shown in the drawings, or the orientation or positional relationships in which the utility model product is usually placed during use, or the orientation or positional relationships commonly understood by those skilled in the art. These are only for the convenience of describing the present utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present utility model.

[0027] In addition, the terms "first", "second", etc. are only used for descriptive distinction and should not be construed as indicating or implying relative importance.

[0028] In the description of the present utility model, it should also be noted that unless otherwise clearly specified and limited, terms such as "set", "connect" should be understood in a broad sense. For example, "connect" 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 an indirect connection through an intermediate medium, and can be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present utility model can be understood according to specific circumstances.

[0029] The following will describe in detail the specific implementation manners of the present utility model with reference to the accompanying drawings.

[0030] As Figures 1-4As shown in the figure, a truss preloading system for the capping beam of a high pier and long-span portal pier. Each span of the bridge includes two sets of truss preloading systems, and each set of truss preloading systems includes:

[0031] Two embedded corbels 1; the two embedded corbels 1 are embedded on two opposite sides of the pier;

[0032] Two sets of capping beam trusses 2; the two sets of preloading trusses 6 are arranged on two opposite sides of the pier, and the two sets of capping beam trusses 2 are respectively installed above the two embedded corbels 1;

[0033] Two sets of truss force distribution beams 3; the two sets of truss force distribution beams 3 are respectively arranged in front of and behind the pier. Each set of truss force distribution beams 3 includes multiple truss force distribution beams 3, and the multiple truss force distribution beams 3 are arranged parallel to each other;

[0034] Two preloading main beams 4; the two preloading main beams 4 are respectively arranged in front of and behind the pier. The two sets of truss force distribution beams 3 are placed between the two preloading main beams 4 and the two sets of capping beam trusses 2, and the capping beam trusses 2 are placed above the preloading main beams 4;

[0035] Two sets of jacks 5; the two sets of jacks 5 are arranged on two opposite sides of the pier. Each set of jacks 5 includes at least one jack 5, and at least one jack 5 is arranged at both ends of each preloading main beam 4; in this embodiment, one jack 5 is configured on the short preloading main beam 4, and three jacks 5 arranged in a straight line are configured on the long preloading main beam 4, but the long preloading main beam 4 at the mid-span is shared by the two sets of truss preloading systems;

[0036] Two sets of preloading trusses 6; the two sets of preloading trusses 6 are arranged on two opposite sides of the pier. The lower end of each set of preloading trusses 6 is connected to the top of the four jacks 5; in each span of the bridge, the two sets of truss preloading systems share the capping beam trusses 2 and the preloading trusses 6;

[0037] Two preloading anchor beams 7; the two preloading anchor beams 7 are arranged in parallel;

[0038] Two reaction beams 8; the two reaction beams 8 are arranged in parallel; the preloading anchor beam 7 is placed between the reaction beam 8 and the preloading truss 6, and the reaction beam 8 is placed above the preloading truss 6;

[0039] Two sets of parallel stress-bearing prestressing tendons 9; each set of stress-bearing prestressing tendons 9 includes multiple mutually parallel stress-bearing prestressing tendons 9. The lower ends of the stress-bearing prestressing tendons 9 are embedded in the pier body of the pier, and the upper end fixed positions of the stress-bearing prestressing tendons 9 are installed on the top of the reaction beam 8.

[0040] The preloading anchor beam 7 is placed between the two preloading anchor beams 7, between the two sets of capping beam trusses 2, and between the two sets of preloading trusses 6.

[0041] The bent cap trusses 2, the preloading main girders 4, the preloading trusses 6, and the counterweight beams 8 are arranged in parallel. The truss force distribution beams 3 and the preloading anchor beams 7 are arranged in parallel. The bent cap trusses 2, the preloading main girders 4, the preloading trusses 6, and the counterweight beams 8 are respectively perpendicular to the truss force distribution beams 3 and the preloading anchor beams 7.

[0042] The two groups of bent cap trusses 2, the two preloading main girders 4, the two groups of preloading trusses 6, and the two counterweight beams 8 are symmetrically distributed based on the vertical center line of the pier of the bridge pier.

[0043] In this application, the bent cap truss 2 is installed above the embedded corbel 1, and the whole is used as the preloading object. The truss force distribution beam 3 and the preloading main girder 4 are placed above the bent cap truss 2. The truss force distribution beams 3 are evenly distributed above the bent cap truss 2 and jointly form a force distribution structure with the preloading main girders 4 to simulate the force condition of the truss during the actual construction process. Jacks 5 are installed above the preloading main girders 4 according to the force condition of the bent cap of the portal pier. Different jacks 5 are installed at the mid-span and the ends according to the force condition to optimize the preloading system and save the preloading cost. The preloading truss 6 is installed above the jack 5 to bear the reaction force generated by the preloading bent cap truss 2. The preloading anchor beam 7 is placed horizontally above the preloading truss 6 to reinforce the preloading truss 6 below and provide a platform for the reaction beam. The counterweight beam 8 is placed above the preloading anchor beam 7 to transfer the anchoring force. The reaction force reinforcing bars are embedded in the pier concrete to provide the anchoring force required for the preloading truss 6.

[0044] The jacks 5 are arranged at the position with the maximum mid-span bending moment and near the pier according to the force condition of the bent cap of the portal pier. During use, the force provided by the oil jack of the jack 5 is adjusted according to the calculated value and the loading percentage of the reaction force preloading force. After the jack 5 is loaded, the force is transmitted upward to the preloading truss 6, the preloading truss 6 is transmitted to the preloading anchor beam 7, and the preloading anchor beam 7 is transmitted to the counterweight beam 8 and the stressed prestressed reinforcement 9. Since the stressed prestressed reinforcement 9 provides a reaction force to limit the displacement of the preloading truss 6, the reaction force is further transmitted to the bent cap truss 2 through the preloading main girder 4 and the truss force distribution beam 3, thereby realizing the reaction force preloading of the bent cap truss 2.

[0045] The above is only the preferred embodiment of the present invention. It should be noted that for those of ordinary skill in the art, without departing from the technical principle of the present invention, several improvements and refinements can be made, and these improvements and refinements should also be regarded as the protection scope of the present invention.

Claims

1. A truss preloading system for high pier and large span portal pier cap beam, characterized in that: Each span of the bridge includes at least two sets of truss prestressing systems, and each set of truss prestressing system includes: Two pre-buried corbels; Two pre-buried corbels are pre-buried on two opposite sides of the pier; Two sets of cap beam trusses; two sets of prestressed trusses are arranged on two opposite sides of the pier, and two sets of cap beam trusses are respectively installed on top of two embedded corbels; Two groups of truss force distribution beams; the two groups of truss force distribution beams are respectively arranged at the front and rear of the pier, each group of truss force distribution beams includes a plurality of truss force distribution beams, and the plurality of truss force distribution beams are arranged parallel to each other; Two prestressed main beams; the two prestressed main beams are respectively arranged at the front and rear of the piers, two sets of truss force distribution beams are placed between the two prestressed main beams and the two sets of cap beam trusses, and the cap beam trusses are placed above the prestressed main beams; At least two groups of jacks; the two groups of jacks are arranged on two opposite sides of the pier, each group of jacks includes at least one jack, and at least one jack is arranged at both ends of each prestressed main beam; Two groups of prestressed trusses; two groups of prestressed trusses are arranged on two opposite sides of the pier, and the lower end of each group of prestressed trusses is connected to the top of at least two jacks; at least two groups of truss prestressed systems in each span of the bridge share the cap beam truss and the prestressed truss; Two pre-stressed anchor beams; two pre-stressed anchor beams are arranged in parallel; Two counter-pressure beams; the two counter-pressure beams are arranged in parallel; the pre-pressure anchor beam is placed between the counter-pressure beam and the pre-pressure truss, and the counter-pressure beam is placed above the pre-pressure truss; Two groups of prestressed tendons are arranged in parallel; each group of prestressed tendons includes a plurality of prestressed tendons parallel to each other, the lower ends of the prestressed tendons are embedded in the pier body, and the upper ends of the prestressed tendons are fixedly installed on the top of the counter-pressure beam.

2. A truss preloading system for high pier and large span portal pier cap beam according to claim 1, characterized in that: The prestressed anchor beam is placed between two prestressed anchor beams, between two sets of cap beam trusses, and between two sets of prestressed trusses.

3. A truss preloading system for high pier and large span portal pier cap beam according to claim 1, characterized in that: The cap beam truss, prestressed main beam, prestressed truss and counter-pressure beam are arranged in parallel, the truss force distribution beam and prestressed anchor beam are arranged in parallel, and the cap beam truss, prestressed main beam, prestressed truss and counter-pressure beam are respectively perpendicular to the truss force distribution beam and prestressed anchor beam.

4. A truss preloading system for high pier and large span portal pier cap beam according to claim 3, characterized in that: Two sets of cap beam trusses, two pre-stressed main beams, two sets of pre-stressed trusses and two counter-stressed beams are all symmetrically distributed based on the vertical center line of the pier body.

Images