KR101691378B1 - The hybrid girder structures prestressed by using the external prestressing mechanism, and the construction method by rigid connection - Google Patents

Abstract

The present invention can extend the span length to more than 100 m with a low girder height and a lightweight section and introduce a prestressing force and an eccentric moment due to the prestressing force so as to effectively cancel the stress caused by an external load including its own weight, It is possible to reduce the weight and cost of construction and maintenance expenses by increasing the efficiency of batching and material saving. It is possible to reduce the cost of maintenance and maintenance by greatly reducing the upper structure and the lower structure due to the higher order irregular structure by the strong structure, And to provide a method of constructing a space truss composite girder by using an external prestressing tension fixing mechanism so as to achieve excellent structure.
To accomplish the above object, there is provided a method for constructing a space truss composite girder using an external prestressing tension fixing mechanism according to the present invention, which comprises a lower portion 154, an upper portion 156 and an upper portion 158, Fabricating the space truss composite girder 110; Alternating (10) and alternating (10), alternating (10) and piercing (12), piers (12) and piers (12); The tension fixing space portion 202 and the upper current steepness space portion 302 are formed in the alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the bridge 12 and the bridge 12, step; Placing the space truss composite girder 110 in the alternation 10, alternating 10, alternating 10 and bridge 12, bridge 12 and bridge 12; The step of installing the stroke interlock device 214 in the tension fixation space 202 of the alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the bridge 12 and the bridge 12, ; A stress is applied to the stroke interlock device 214 to generate a stroke S and a compression force is applied to the lower current 154 of the space truss composite girder 110 to apply a prestress force P) and an eccentric moment to introduce a prestress and a camber (C) into the space truss composite girder 110; The alternation 10 and the alternation 10 and the bridge 12 and the bridge 12 and the bridge 12 in the tension fixation space 202 and the bottom current of the space truss composite girder 110, The upper current ground clearance portion 302 and the shear connection member 168 are welded to each other to form a welded upper and lower current tightening device 200, The upper current connection beam 304 and the upper current connection 158 of the space truss composite girder 110 are connected to each other and the upper current connecting beam 304 and the space truss composite girder 110 The bolt nut 308 and the weld 316 are superimposed on each other and the joint plate 306 is superimposed on the phase current 158 of the upper current present space 158, The upper bridge 238 is looped in a loop and is poured into the high strength concrete 322 or is reinforced with the same material as the bottom plate so that the bridge 10, Comprising: Chemistry indeterminate structures by ganggyeol by comprising the steps of: construction of the current phase 158, the bottom plate 152 to the top surface; If the bottom plate 152 is predicted to have flexural cracks due to the momentum at the points of the alternation 10 and pier 12, the alternating 10 and secondary PS lines 362 at the points of the bridge 12, And tentering the fulcrum secondary PS wire 362 with the fulcrum portion prestress introduction device 360 to introduce a prestress into the bottom plate 152; The above-mentioned steps are sequentially performed to construct a prestressed curved composite truss girder 102.

Description

[0001] The present invention relates to a method of constructing a space truss composite girder using an external prestressing tension fixing mechanism,

The present invention relates to a space truss composite girder construction method using an external prestressing tension fixation mechanism.

The PSC composite girder 20, the shear plate girder 30, the composite truss girder 40, the prestress composite truss girder 50 and the arch girder 60 constituted of a conventional simple beam and continuous picture or continuous beam structure, A composite girder, a truss girder, and a precast PSC girder, which are preliminarily manufactured in a factory or a manufacturing factory, are supported by alternate and pliable one or two point supports on the steel girder, It is common to form the reinforced concrete bottom plate on the upper surface of the girder.

Therefore, as described above, the simple beam, continuous beam, and continuous beam structural system constructed as described above generate bending stress, shear stress, and torsional stress in the cross section due to the occurrence of excessive member force when subjected to external loads in the vertical direction and the horizontal direction, It is necessary to introduce a seismic isolation and vibration suppression system due to the limitation of the construction limit and the limitation of the use of the span ground. And there are many problems in terms of field applicability and maintenance.

Among them, the PSC composite girder is advantageous in that the material cost is low, the noise is small, the maintenance cost is low, the stiffness of the member is large and the deflection is small. However, since the girder is heavy, Due to the increase of member force due to the simple continuous structure, the limit of the applied span and the increase of the girder height, the limit of the restriction of the terrain, the road and the alignment of the railway line and the height of the upper flange width, And the like.

Particularly, the PSC composite girder has the above-described structural problems due to the simple sequential structure due to the two-point support structure on the piers, and the problem is further exacerbated by the fact that there is no moment redistribution phenomenon and an excessive cross- And the increase in the number of installation positions of the expansion joints cause problems such as durability and maintenance of the structure being deteriorated.

In the case where the span is long, the steel composite girder 20 as shown in Figs. 1A to 1C has been applied. The steel composite girder 20 can be manufactured in a box or I The steel girder 22 having the steel girder 22 is supported so as to be supported by a point support on the pier 12 and the turn 10 and then the shear connection member 26 welded on the upper flange of the steel girder 22 is used, The steel plate girder (30) has a steel girder (30) having a formed cross-sectional shape including a steel plate (27) preliminarily manufactured at a factory or a manufacturing site, (22) is supported by a point support on the pier (12) and the alternation (10) so as to form a simple beam or continuous beam structure.

In addition, a longitudinal rib 28 is provided on a flange on the end face of the steel girder 22 in order to prevent a bending stress, a compressive stress, buckling,

Since the steel composite girder 20 and the steel plate girder 30 have a large cross-sectional rigidity in a cross-sectional shape, they are easy to ensure safety at the time of installation, have sufficient ductility against fracture, There is an advantage to be able to do.

However, according to the conventional steel composite girder 20 and the steel plate girder 30, the amount of steel used increases according to the cross-section of the steel, so that the economical efficiency is significantly lowered. As a result, There is a problem in that the span length is limited and the production camber amount becomes large due to non-prestressing, which makes it difficult to manufacture and difficult to adjust after mounting on the spot.

 Since the steel composite girder 20 and the steel plate girder 30 have a simple structure or a continuous beam structure, the structural structure of the steel composite girder 20 and the steel plate girder 30 are separated and supported by the support structure 14, There is a problem that the seismic resistance is lacking in addition to the above problems and there is a problem that the life cycle cost (LCC) of the structure is increased due to the increase in the number of the base 14 and the expansion joint device 16.

Therefore, in order to overcome the limitation of the span length and the steel weight limit, which is a problem of the above structural type, the synthetic truss girder 40, the prestress synthetic truss girder 50, the arch girder 60, come.

As shown in FIGS. 2A and 2B, the composite truss girder 40 is designed to resist a shear force applied to a descending current 42 having a predetermined shape and length in a longitudinal section, and to apply a load to the descending current 42 (44) in which a strut, which is a vertical and inclined bending member (44) made of structural rolled steel for structural conveyance, is alternately and continuously provided on the upper surface of the descending current (42) And a reinforced concrete bottom plate 24 is provided by using a steel plate current 46 made of structural rolled steel on the upper surface and a shear connection member 26 attached on the upper surface of the steel plate current 46.

The composite truss girder (40) is formed by a simple beam or a continuous beam structure supported by a single point support on the alternating (10) and pierced (12) beams, the moment redistribution ability is lowered and the member force is increased. Since the girder height is increased and the girder height is increased, the amount of steel used is somewhat reduced compared to the steel composite girder 20 and the steel girder girder 30. However, There is a problem that the economical efficiency is lowered due to the limitations and the carbon emissions are increased and there is a problem of non-environment, and the production camber amount is increased due to the non-prestressing,

 In addition, the composite truss girder (40) is supported separately from the lower structure by the support (14) when the target structure has a simple span or a continuous span, and the member force is increased. In addition to the above structural problems, And there is a problem in that the life cycle cost LCC of the structure due to the increase in the number of the support base 14 and the expansion joint device 16 to be installed increases.

Therefore, in order to overcome the problem of the span, which is a problem of the composite truss girder 40, a prestressed composite truss girder 50 has been developed and applied.

As shown in FIGS. 3A and 3B, the prestressed synthetic truss girder 50 is made of a prestressed concrete having resistance to tensile force generated at the time of synthesis and non-synthesis, A vertical and inclined bending member 44 which is alternately installed on the upper surface of the reinforcing PSC lower portion 52 to resist the shear force and the shear force of the reinforcing PSC 52 having a longitudinal and transverse cross- A strong current phase 46 installed along the longitudinal direction of the reinforced concrete PSC lower portion 52 so as to resist a compressive force generated in a state before the reinforced concrete bottom plate 24 is formed on the upper surface of the reinforcing member 44 And the reinforced concrete bottom plate 24 is combined with the upper surface and the inner surface of the upper current phase 46 to have a prestressed composite truss girder 50 structure.

The pre-stressed synthetic truss girder 50 is made of a reinforced concrete and prestressed concrete structure under the reinforcing PSC, and therefore, the weight is increased, requiring installation of a large-sized hermetic device and a temporary vent so that economical efficiency and workability are poor .

Therefore, the construction of the prestressed synthetic truss girder 50 is improved by applying the extrusion method (ILM). However, with the application of the above-described extrusion method, the construction cost due to the additional work such as the manufacturing site and the propulsion nose is increased, There are limitations on the applied field and linearity due to the complaints due to the purchase, etc., and the characteristics of the above-mentioned construction method.

In addition, the thickness of the bottom plate 52, which is the bottom of the reinforcing PSC 52, is thinned to reduce its own weight, buckling occurs due to an excessive prestress force introduced to offset the stress, Due to the shape and incompatibility of the longitudinal section due to the horizontal linear arrangement of the longitudinal profile of the construction method, the unbonded PS liner exposed to the fulcrum portion is tensioned and the partition wall is formed at the fulcrum portion. This is complicated, and construction costs are rising, causing problems in the creation of aesthetics.

Particularly, as the cross-section of the current-phase current 46 of the prestressed synthetic truss girder 50 is thinned to reduce the construction cost, the alternating stress generated when the concrete of the reinforced concrete bottom plate 24 is poured, There is a problem that buckling occurs due to the compressive force and the structural stability such as conduction and dropping of the girder is lowered.

Also, since the prestressed composite truss girder 50 is also supported by the one point support on the alternating bridge 10 and bridge bridge 12, the moment redistribution ability is reduced by the formation of a simple beam or continuous beam structure, and the girder height is increased Therefore, there is a problem in that the use of the steel is increased and the economical efficiency is lowered.

Further, when the target structure has a simple span or continuous span structure, the prestressed synthetic truss girder 50 is separated from the lower structure by the support 14 and supported thereby, the member force increases, (LCC) cost due to an increase in the number of installed bases 14 and expansion joints 16, and frequent maintenance and reinforcement, resulting in a reduction in oil consumption due to traffic interruption and congestion The problem of global warming caused by the increase of carbon dioxide emission, and the increase of social overhead costs.

The arch girder 60 of Figs. 4a and 4b having an arch rib 62 cross-section of the bridges applied between the long diameters allows the arch ribs 62 to be engaged with the arch ribs 62, The bending moment on the crankshaft 62 is increased to increase the cross section of the arch, which causes problems such as difficulty in adjusting the camber in the field and lack of resistance to earthquake resistance.

Generally, in order to adjust the construction of the arch ribs 62 and the camber, the arch ribs 62 are suspended by the provisional pylons and temporary cables are used. When the camber is adjusted by applying the tension to the cables, In addition, there is a problem that the construction period is drastically increased due to troublesome construction.

In addition, since the arch ribs 60 are connected to the springing base 18 by the hinge 64, the cost of the bridge lifecycle (LCC) due to the regular maintenance of the hinge 64 during public use is increased .

SUMMARY OF THE INVENTION Accordingly, the present invention has been made in order to solve the above-mentioned problems, and it is an object of the present invention to provide an apparatus and a method for extending a span length to a length of 100 m or more with a low girder height and a lightweight cross section and effectively canceling stress caused by external loads including its own weight In addition, it is possible to reduce the weight and the cost of construction and maintenance by significantly reducing the material cost by introducing the prestress force and the eccentric moment by the above-mentioned prestress force, The present invention provides a method of constructing a space truss composite girder using an external prestressing tension fixing mechanism, which has a high structural margin due to the formation of a high-order irregular structural system.

To accomplish the above object, there is provided a method for constructing a space truss composite girder using an external prestressing tension fixing mechanism according to the present invention, which comprises a lower portion 154, an upper portion 156 and an upper portion 158, Fabricating the space truss composite girder 110; Alternating (10) and alternating (10), alternating (10) and piercing (12), piers (12) and piers (12); The tension fixing space portion 202 and the upper current steepness space portion 302 are formed in the alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the bridge 12 and the bridge 12, step; Placing the space truss composite girder 110 in the alternation 10, alternating 10, alternating 10 and bridge 12, bridge 12 and bridge 12; The step of installing the stroke interlock device 214 in the tension fixation space 202 of the alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the bridge 12 and the bridge 12, ; A stress is applied to the stroke interlock device 214 to generate a stroke S and a compression force is applied to the lower current 154 of the space truss composite girder 110 to apply a prestress force P) and an eccentric moment to introduce a prestress and a camber (C) into the space truss composite girder 110; The alternation 10 and the alternation 10 and the bridge 12 and the bridge 12 and the bridge 12 in the tension fixation space 202 and the bottom current of the space truss composite girder 110, The upper current ground clearance portion 302 and the shear connection member 168 are welded to each other to form a welded upper and lower current tightening device 200, The upper current connection beam 304 and the upper current connection 158 of the space truss composite girder 110 are connected to each other and the upper current connecting beam 304 and the space truss composite girder 110 The bolt nut 308 and the weld 316 are superimposed on each other and the joint plate 306 is superimposed on the phase current 158 of the upper current present space 158, The upper bridge 238 is looped in a loop and is poured into the high strength concrete 322 or is reinforced with the same material as the bottom plate so that the bridge 10, Comprising: Chemistry indeterminate structures by ganggyeol by comprising the steps of: construction of the current phase 158, the bottom plate 152 to the top surface; If the bottom plate 152 is predicted to have flexural cracks due to the momentum at the points of the alternation 10 and pier 12, the alternating 10 and secondary PS lines 362 at the points of the bridge 12, And tentering the fulcrum secondary PS wire 362 with the fulcrum portion prestress introduction device 360 to introduce a prestress into the bottom plate 152; The above-mentioned steps are sequentially performed to construct a prestressed curved composite truss girder 102.

As described above, the method of constructing the space truss composite girder using the external prestressing tension fixing mechanism according to the present invention has the following effects.

First, the present invention can extend the span length to more than 100m with a lightweight section and a state in which the girder height is greatly reduced due to the generation of low stiffness due to the strong structure of the upper structure and the lower structure. The economy is excellent.

Second, the present invention has an advantage of effectively canceling the stress caused by the external load including self-weight due to the introduction of the internal and external prestresses. Therefore, it is possible to reduce the manufacturing cost by reducing the production camber, It is convenient for the convenience of construction, and it is advantageous to harmonize the planned end line shape by precise camber formation.

Third, according to the present invention, horizontal, curved, and arcuate structures are created according to the geographical condition, so that it is possible to harmonize with the surrounding terrain and it is easy to adjust the sectional height according to the member force size. It is possible to express the flow, creating a sleek aesthetic.

Fourth, the present invention has an advantage of excellent seismic resistance due to the formation of a highly ductile structure and a significant reduction in displacement during an earthquake due to the formation of a high-order irregular structure by the steel structure of the upper structure and the lower structure.

Fifth, the present invention reduces life cycle cost (LCC) and social overhead costs by reducing the initial construction cost and maintenance activities due to removal of the base and the expansion joint, inhibits oil consumption due to reduction of materials and equipment input, and shortening construction period And by contributing to green high-tech by reducing carbon emissions.

Figs. 1A to 1C are longitudinal sectional views and cross-sectional views of a conventional steel composite girder and a steel plate girder,
FIGS. 2A and 2B are longitudinal cross-sectional views and cross-sectional views of a conventional composite truss girder,
Figs. 3a and 3b are longitudinal and transverse sectional views of a conventional prestressed synthetic truss girder,
Figures 4a and 4b are longitudinal and transverse sectional views showing an arch girder having a conventional arch rib,
5a to 5d are views showing a process of constructing and stiffening a prestressed composite truss girder structure in a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention,
FIGS. 6A to 6D are views showing a process of constructing and stiffening a prestressed horizontal composite truss girder structure of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention,
FIGS. 7a to 7d are views showing a process of constructing and stiffening a prestressed composite arch girder structure in a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention,
FIGS. 8A to 8D are views showing a process of constructing and stiffening a composite structure of a prestressed composite girder structure, using an external prestressing tension fixing mechanism according to the present invention,
9a to 9c are cross-sectional views illustrating a space-truss composite girder structure of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention,
10a and 10b are cross-sectional views illustrating a planar truss composite girder among the prestressed composite girder structures using an external prestressing tension fixing mechanism according to the present invention,
11 is a cross-sectional view showing a symmetrical I-type composite girder among composite girder structures using an external prestressing tension fixing mechanism according to the present invention,
12A and 12B are cross-sectional views illustrating a box-form composite girder in a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention,
Figures 13a-13e detail and process Figures 1 and 2 showing the intrinsic prestress force introduction and the strong relationship in a prestressed composite girder structure using an outer prestressing tension fixing mechanism in accordance with the present invention;
Figures 14a-14d detail and illustrate the relationship between the prestress force introduction and the stiffness of the prestressed composite girder structure using the outer prestressing tension fixing mechanism according to the present invention.
Figures 15a-15c detail and illustrate the prestressing force-induced and stiffness relationship of a prestressed composite girder structure using an external prestressing tension fixing mechanism in accordance with the present invention. Figure 3,
Figures 16a-16d show details and process diagrams illustrating the prestress force introduction and stiffness relationship in a prestressed composite girder structure using an external prestressing tension fixation mechanism in accordance with the present invention. Figures 4,
FIGS. 17A to 17D are detailed views showing an upper phase current of a prestressed composite girder structure and an upper current steel collar intensifying a column using an outer prestressing tension fixing mechanism according to the present invention;
FIGS. 18A and 18B are detailed views showing a steel pipe colon arrangement connecting steel pipes of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention;
FIG. 19 is a detailed view showing a dynamics relationship in which a prestress is introduced into a center portion of a lower current steel of a prestressed composite girder structure using an outer prestressing tension fixing mechanism according to the present invention;
FIG. 20 is a detailed view showing a dynamics relationship for introducing a prestress at an upper end portion of a prestressed composite girder structure using an outer prestressing tension fixing mechanism according to the present invention;
FIGS. 21A to 21C are detailed views showing vertical and abdominal abdominal materials and vertical abdominal abdominal cavity colonies which are used to intensify vertical and vertical currents of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.
FIGS. 22A and 22B are detailed views showing an oblique abdomen of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention,
FIG. 23 is a detailed view showing the relationship of installing the horizontal bracing of the prestressed composite girder structure using the outer prestressing tension fixing mechanism according to the present invention,
FIG. 24 is a detailed view showing a bottom plate connecting apparatus for connecting reinforced concrete bottom plates of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention. FIG.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

FIGS. 5a to 5d are process charts illustrating a process of constructing and stiffening a prestressed composite truss girder structure in a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in these drawings, a space truss composite girder laying method using an external prestressing tension fixing mechanism according to the present invention is composed of a lower part 154, an abdomen material 156 and an upper part 158, A plurality of girder girder girder girder girders; Alternating 10 and alternating 10, alternating 10 and bridge 12, alternating 10 and springing foundation 18, bridge 12 and bridge 12, bridge 12, (18) or a springing foundation (18) and a springing foundation (18); The alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the alternation 10 and the springing foundation 18, the bridge 12 and the bridge 12, the bridge 12, Forming a tension fixation space portion (202) and a top current steepness space portion (302) on a foundation (18) or a springing foundation (18) and a springing foundation (18); The alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the alternation 10 and the springing foundation 18, the bridge 12 and the bridge 12, the bridge 12, Mounting a space truss composite girder (110) on a foundation (18) or a springing foundation (18), a springing foundation (18) and a springing foundation (18); The alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the alternation 10 and the springing foundation 18, the bridge 12 and the bridge 12, the bridge 12, Installing a stroke interlock device (214) within the tension fixation space portion (202) of the base (18) or springing foundation (18) and the springing foundation (18); By applying a compressive force to the lower current 154 of the space truss composite girder 110 by applying a pressure to the stroke interlock device 214 to generate a stroke S to apply a compressive force to the space truss composite girder 110, And generating an eccentric moment to introduce a prestress and a camber (C) into the space truss composite girder; Alternating 10 and alternating 10, alternating 10 and bridge 12, alternating 10 and springing foundation 18, bridge 12 and bridge 12 in the tension fixture space 202, The bridgehead 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18 and the bottom current 154 of the space truss composite girder 110 to the tensioned fixture space stiffener 216, (10), the bridge pier (12) and the phase current (158) in the upper current ground clearance part (302) to the upper current grounding device (300) To form an indefinite structure: constructing a bottom plate (152) on the upper surface of the phase current (158); When bending cracks are expected in the bottom plate 152 due to the moment at the point of the alternation 10 and pier 12 as shown in Fig. 20, the fulcrum secondary PS wire 362 is arranged and tension-fixed Thereby forming a fulcrum-side composite truss girder 102 by introducing a prestress.

Here, the lower end 154 is a cross section of any one of a steel pipe, an in-filled concrete pipe, and a prestressed concrete (PSC). As the abdomen material 156, either a structural steel pipe or an RC structure is used, And is connected through the knock points of the phase current 158 and the bottom current 154.

Also, the phase current 158 may be any one of a steel beam, a concrete bottom plate, a precast beam, a wood beam, and a wooden bottom plate.

The prestress is introduced into the space truss composite girder 110 composed of the phase current 158, the bottom 154 and the truss-like abdomen material 156 by external prestressing to cancel the stress of the external force, And the production camber C is formed at the same time, the workability is improved and the upper current 158 and the lower current 154 of the truss are tightened to form an indeterminate structure, It is a new type of prestressed curved composite truss girder (102) that is favorable to construction and suitable for long-span bridge construction.

The alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the alternation 10 and the springing foundation 18, the bridge 12 and the bridge 12, the bridge 12, The base plate 204 and the joint plate 306 are attached to the ends of the upper current 158 and the lower current 154 for the springing base 18 or the springing base 18 and the springing base 18 and the tightening joint, So as to form the lower tensioning apparatus 200 and the upper drawing apparatus 300.

The stroke interlock device 214 is a prestress introduction device including a screw jack, a hydraulic jack, and the like.

FIGS. 6A to 6D are process charts illustrating the construction and stiffening process of the prestressed horizontal composite truss girder structure among the prestressed composite girder structures using the external prestressing tension fixing mechanism according to the present invention.

As shown in these drawings, among the methods of installing the prestressed composite girder structure using the outer prestressing tension fixing mechanism according to the present invention, the construction of the prestressed horizontal composite truss girder 104 is carried out by using the lower end 154, the abdomen 156, (158) having a horizontal shape; Alternating (10) and pier (12); Forming a tension fixation space portion (202) and an upper current steepness space portion (302) in the alternating (10) and pierce (12); Placing the planar truss composite girder (112) on the alternating (10) and pier (12); Installing a stroke interlock device (214) within the tension fixation space (202) of the bridge (10) and the bridge bridge (12); A compressive force is applied to the lower current 154 of the planar truss composite girder 112 by applying a pressure to the stroke interlock device 214 to generate a stroke S so that the prestress force P And introducing a prestress and a camber (C) into the planar truss composite girder (112); The alternation 10 and bridge columns 12 and the lower current 154 of the planar truss composite girder 112 in the tension fixation space 202 are tightened by the tension fixation space reinforcement device 216, Forming the steelmaking apparatus 200 and making the alternation 10, the pier 12 and the phase current 158 strong by the upper current steepening apparatus 300 in the current steep space 302, Constructing a floor plate (152) on the top surface (158) of the top floor (158); When bending cracks are expected in the bottom plate 152 due to the moment in the fulcrum portion of the alternation 10 and the pier 12, as shown in Fig. 20, the fulcrum secondary PS steel wire 362 is arranged and tensioned The fusing unit 360 is constructed by introducing a prestress to the prestressed horizontal composite truss girder 104.

The upper current 158 is any one of a steel beam, a concrete bottom plate, a precast beam, a wood beam, and a wooden floor plate. And the abdomen material 156 is mainly composed of a structural steel pipe, a rolled steel pipe, and an RC structure, and is connected through a point portion of the phase current 158 and the bottom end 154 in a truss shape.

The prestress is introduced into the planar truss composite girder 112 composed of the phase current 158, the bottom 154 and the truss-like abdomen material 156 by external prestressing to cancel the stress of the external force, And the production camber C is formed at the same time, the workability is improved and the upper current 158 and the lower current 154 of the truss are tightened to form an indeterminate structure, Is a new type of prestressed horizontal composite truss girder 104 suitable for construction and suitable for construction of long span bridges.

The alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the alternation 10 and the springing foundation 18, the bridge 12 and the bridge 12, the bridge 12, The base plate 204 and the joint plate 306 are attached to the ends of the upper current 158 and the lower current 154 for the springing base 18 or the springing base 18 and the springing base 18 and the tightening joint, So as to form the lower tensioning apparatus 200 and the upper drawing apparatus 300.

The stroke interlock device 214 is a prestress introduction device including a screw jack, a hydraulic jack, and the like.

FIGS. 7a to 7d are views showing a process of constructing and stiffening a prestressed composite arch girder structure in a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in these drawings, among the methods of installing the prestress composite girder structure using the outer prestressing tension fixing mechanism according to the present invention, the construction of the prestress composite arch girder 106 includes a lower end 154 made of the arch rib 118, (156) and a phase current (158) and having an arch shape; Alternating (10), springy foundation (18); Forming a tensioned fixation space (202) in the springing base (18); Placing the symmetric I-shaped composite girder 114 on the alternating 10 and springy foundation 18; Installing a stroke interlock device (214) in the tension fixation space portion (202) of the springing base (18); By applying a compression force to the lower current 154 which is the arch rib 118 of the symmetrical I-type composite girder 114 by applying a pressure to the stroke interlock device 214 to generate a stroke S, Introducing a prestress and a camber (C) into the symmetrical I-shaped composite girder (114) by generating a prestressing force (P) and an eccentric moment on the girder (114); The spring base 18 of the symmetrical I-shaped composite girder 114 and the bottom end 154 of the arch rib 118 of the symmetrical I-shaped composite girder 114 are tightened by the tension fixing space stiffener 216 in the tension fixing space portion 202 The pre-stress composite arch girder 106 is constructed through the formation of the lower tensioning apparatus 200.

The upper current 158 is any one of a steel beam, a concrete bottom plate, a precast beam, a wood beam, and a wooden bottom plate. The lower current 154 is a section of any one of a steel pipe, And the abdomen material 156 is mainly composed of a structural steel pipe, a rolled steel pipe, and an RC structure, and is connected in the form of a truss or a door through the junctions of the upper current 158 and the lower current 154.

The prestress is introduced into the symmetrical I-shaped composite girder 114 constituted by the phase current 158, the bottom 154 and the truss or door-shaped abdomen material 156 to compensate the stress of the external force, And the camber (C) is formed at the same time, the workability is improved and the phase current (158) and the lower current (154) of the truss are strengthened to form an indeterminate structure, And is a new type of prestress composite arch girder 106 suitable for constructing long-span bridges.

A base plate 204 and a joint plate 306 are installed at the ends of the upper current 158 and the lower current 154 for the alternation 10 and the springing base 18 and the tight coupling, The tensioning device 200 and the upper current device 300 are formed.

The stroke interlock device 214 is a prestress introduction device including a screw jack, a hydraulic jack, and the like.

FIGS. 8A to 8D are views showing a process of constructing and stiffening a composite structure of a prestressed box-type composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in these drawings, among the methods of installing the prestressed composite girder structure using the outer prestressing tension fixing mechanism according to the present invention, the construction of the prestressed box-type composite girder 108 is performed as follows. Shaped composite girder (116) having an upper portion (154); Alternating (10) and pier (12); Forming a tension fixation space portion (202) and an upper current steepness space portion (302) in the alternating (10) and pierce (12); Mounting the composite box girder (116) on the alternating (10) and pier (12); Installing a stroke interlock device (214) within the tension fixation space (202) of the bridge (10) and the bridge bridge (12); Shaped composite girder 116 by applying a compression force to the lower current 154 which is the lower flange 171 of the box-shaped composite girder 116 by applying a pressure to the stroke interlock device 214 to generate a stroke S, Generating a prestress force (P) and an eccentric moment on the box-shaped composite girder (116) and introducing a prestress and a camber (C) into the box-formed composite girder (116); The alternating 10 and pier 12 in the tension fixation space 202 and the lower flange 171 of the box-form composite girder 116 are fixed by the tension fixation space stiffener 216 And the phase current 158 which is the alternating phase 10 and the piercing angle 12 and the upper flange 172 in the phase current steepness space portion 302 is determined as the upper current strength Strengthening and framing by the device 300: constructing a bottom plate 152 on top of the phase current 158; When bending cracks are expected in the bottom plate 152 due to the moment in the fulcrum portion of the alternation 10 and the pier 12, as shown in Fig. 20, the fulcrum secondary PS steel wire 362 is arranged and tensioned The fusible posterior-end introduction device 360 is formed through the fusing process to introduce a prestress to the prestressed box-form composite girder 108.

The prestress is introduced into the box-form composite girder 116 constituted by the phase current 158, the lower end 154 and the abdomen material 156 to externally apply the prestress to cancel the stress of the external force to reduce the material By forming the manufacturing camber C, the workability is improved and the phase current 158 and the bottom current 154 of the box or the form of the mold are tightened to form an indeterminate structure, thereby reducing the member force due to the moment redistribution, Is a new type of prestressed box composite composite girder 108 suitable for construction and suitable for construction of long span bridges.

A base plate 204 and a joint plate 306 are installed at the ends of the upper current 158 and the lower current 154 for the alternation 10 and the bridge 12 and the strong coupling, (200) and the upper current drawing apparatus (300).

The stroke interlock device 214 is a prestress introduction device including a screw jack, a hydraulic jack, and the like.

9a to 9c are cross-sectional views illustrating a space-truss composite girder of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in these drawings, in the method of constructing the composite girder structure using the external prestressing tension fixing mechanism according to the present invention, the construction of the space truss composite girder 110 is performed by using the abdomen material 156, which is a steel material, And an upper current 158 made of any one of reinforced concrete, precast concrete, and wood is formed on the upper surface of the abdomen material 156 by a vertical abdominal rehabilitation device 370 and an inclined abdomen rehabilitation device 380, And the space truss composite girder 110 is installed.

That is, FIG. 9A shows a state in which the abdomen material 156, which is a steel material installed at an inclined posture, is welded and installed on the lower current target 154, and a bottom plate 152 made of precast or wood plywood is formed on the upper surface of the abdomen material 156 158 are tightly connected to the vertical abdominal remolding apparatus 370 and the incline abdominal rehardening apparatus 380 to construct the space truss composite girder 110.

The height of the abdomen material 156 is changed according to the size of the member due to the bridge span or by changing the height of the abdomen material 156 at the fulcrum portion and the central portion in order to increase the eccentric moment.

Alternating 10 and alternating 10, alternating 10 and bridge 12, alternating 10 and springing foundation 18 are provided at the end section 154 of the space truss composite girder 110, The bridge bridge 12 and the piercing bridge 12 as well as the bridgehead 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18, If it is difficult to cover the stress with the steel section, fill or fill concrete with a composite section.

9B is a perspective view showing a state in which the abdomen member 156 is welded and installed on the lower side of the lower end of the steel member 154. The upper side of the abdomen member 156 is made of precast or wood plywood, The apparatus 370 is connected to the warp belly rehardening apparatus 380 in a stronger manner and between the upper end 158 and the warp belly rehardening apparatus 380 in order to minimize the effect of twisting due to external force during the installation, 160 and a floor plate 152 is installed on the upper surface of the horizontal bracing 160 to form a space truss composite girder 110.

The height of the abdomen material 156 is changed according to the size of the member due to the bridge span or by changing the height of the abdomen material 156 at the fulcrum portion and the central portion in order to increase the eccentric moment.

Alternating 10 and alternating 10, alternating 10 and bridge 12, alternating 10 and springing foundation 18 are provided at the end section 154 of the space truss composite girder 110, The bridge bridge 12 and the piercing bridge 12 as well as the bridgehead 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18, If it is difficult to cover the stress with the steel section, fill or fill concrete with a composite section.

9C shows a case in which a single space truss composite girder 110 is arranged laterally in a plurality of columns when the width of the structure is large and it is difficult to construct the single space truss composite girder 110 by a width source, The sheath 164 is installed on the bottom plate 152 to increase the degree of integration and the bottom plate 152 is integrally formed with the bottom plate pressing apparatus 150. In addition, The transverse PS wire 162 is arranged and tightened and then the transverse PS wire 162 is fixed to the end of the bottom plate 152 with the wire fixing device 166. [

10a and 10b are cross-sectional views showing a planar truss composite girder of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in FIG. 10A, among the multiple girder structure construction method using the external prestressing tension fixing mechanism according to the present invention, the construction of the flat truss composite girder 112 is performed by using the abdomen material (steel material) 156 are welded to the abdomen material 156. The upper surface 158 of the upper portion of the abdomen material 156 and attached with the shear connection material 168 for synthesis with the bottom plate is connected to the vertical abdominal re- A pre-cast panel or a pre-casting panel (not shown) is provided between the upper end 158 and the lower end 154 in order to minimize the effect of torsional buckling due to external force, A horizontal bracing 160 which is a steel material disposed on the horizontal bracing 160 is installed on the horizontal bracing 160, The construction of the girder (112).

10B, the abdomen material 156, which is a steel material installed vertically to the lower current source 154, is welded and installed on the upper surface of the abdomen material 156, And the upper current 158 and the lower current 158 are connected to each other by the vertical abdominal re-stiffener 370 so as to form a plane truss structure, A horizontal bracing 160, which is a steel material disposed at a predetermined interval, is installed between the upper end 154 and the lower end 154 to minimize the effect of the twisting due to the external force, And a floor plate 152, which is a cast concrete, is installed on the upper surface of the horizontal bracing 160 to construct the flat truss composite girder 112.

The height of the abdomen material 156 may be changed according to the size of the member due to the bridge span, or the curvature of the abdomen 156 may be varied to increase the eccentric moment.

In the case where the moment generated by the steel in the direction of the throttle is large at the end portion of the lower current 154 of the flat truss composite girder 112 and it is difficult to cover the stress due to the single steel section, .

11 is a cross-sectional view showing a symmetrical I-type composite girder of a composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in this drawing, in the method of constructing the composite girder structure using the external prestressing tension fixing mechanism according to the present invention, the construction of the symmetrical I-type composite girder 114 is performed by using a steel The upper portion of the abdomen member 156 is connected to the upper end of the vertical beam portion 156 by means of a vertical beam abutting device 370. The lower end of the abutting member 156 is connected to a concrete beam- The current 158 is connected to the vertical stiffener 370 to form a composite girder and a bottom plate 152 is installed on the upper surface of the upper end 158 to construct the symmetrical I- .

Here, the width of the concrete beam 158, which is the width of the upper beam 158, and the width 154 of the lower beam 154 are the same, and the cross-sectional shape is rectangular. Is formed of one of a structural steel pipe, a rolled steel pipe, a corrugated steel plate, and an RC structure, and a mid-portion PS steel wire 170 is disposed at the bottom end 154 to form a taut PSC cross section.

The height of the abdomen material 152 is changed according to the size of the member due to the bridge span, and the curvature of the abdomen 156 is changed in order to increase the eccentric moment.

A horizontal bracing 160 is also provided between the lower end 154 and the lower end 154 so as to prevent lateral buckling and also to provide a maintenance passage.

12A and 12B are cross-sectional views illustrating a box-form composite girder in a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in these figures, the box-form composite girder 116 construction of the composite girder structure construction method using the external prestressing tension fixation mechanism according to the present invention, Width and thickness of the vertical rib 173 attached to the flange 172 and the lower flange 171 are increased and rigidity is increased by further attaching the horizontal stiffener 174 or the like, Reinforced concrete 176 is installed in the space where the length and width of the vertical rib 171 and the vertical rib 173 are increased to construct the box-form composite girder 116.

As described above, the vertical rib 173 increases the rigidity so that the prestress force resists the compressive force and effectively introduces the compressive force.

Figures 13a-13e are a detail and process drawing 1 showing the intrinsic prestress force introduction and the strong relationship in a prestressed composite girder structure using an external prestressing tension fixation mechanism in accordance with the present invention.

As shown in these drawings, the stroke interlock device 214 is inserted into the tension fixing space portion 202 provided in the alternation 10, the pier 12 and the springing base 18, and the stroke interlock device A compressive force, that is, a prestressing force P is introduced into the lower end 154 of the composite girder G, and this is caused by the pressure applied to the center axis of the composite girder G The prestress and the camber C are introduced into the composite girder G by acting as eccentricity to generate an eccentric moment.

13A is a diagram illustrating the relationship between the shift 10 and the shift 10, the shift 10 and the bridge 12, the shift 10 and the springing foundation 18, the bridge 12, The tension fixing space portion 202 and the bolt socket 206 are installed at the time of constructing the piercing bridge 12, the bridge 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18 A composite girder G with a base plate 204 having a bolt hole 376 is attached to an end of the lower girder 154 of the composite girder G and then the bolt socket 206 and the base plate 204 are bolted together with bolts 212 to provide a composite girder G. [

As shown in FIG. 13B, when the stroke interlock device 214 is inserted into the tension fixation space 202 and pressure is applied to the stroke interlock device 214 to generate the stroke S as much as the design management value, A compressive force or a prestressing force P is introduced into the lower side 154 of the composite girder G and acts eccentrically with the center axis of the composite girder G to generate an eccentric moment, 13C, a first stationary washer nut 208 and a second stationary washer nut 210 fitted to the bolt 212 are fixed to the base plate 204 in close contact with each other Alternating 10 and alternating 10, alternating 10 and bridge 12, alternating 10 and springing foundation 18, bridge 12 and bridge 12, bridge 12, As shown in Fig. 13 (d), the spring interlocking base 18 and the spring interlocking base 18 are rigidly connected to the spring interlocking base 18 or the springing base 18, The tension fixing space reinforcing device 216 is constructed by reinforcing the reinforcing bars and the high strength concrete 322 or the like to the tension fixing space portion 202 or removing the reinforcing reinforcing reinforcing steel member 214 It is also possible to install a maintenance box 218 for detachment of the stroke interlock device 214 and to construct a tension fixation space reinforcement device 216 by reinforcing the remaining space with reinforcing bars and high strength concrete 322, Thereby completing the lower tension tightening apparatus 200.

The stroke interlock device 214 is a prestress introduction device including a screw jack, a hydraulic jack, and the like.

Figures 14a-14d detail and process Figure 2 showing the prestressed force introduction and stiffening relationship in a prestressed composite girder structure using an external prestressing tension fixation mechanism in accordance with the present invention.

As shown in these figures, alternating 10 and alternating 10, alternating 10 and piercing 12, alternating 10 and springing foundation 18, bridge 12 and bridge 12, The stroke interlock device 214 is inserted into the tension fixing space portion 202 provided in the bridge bridge 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18, A compressive force, that is, a prestressing force P is introduced to the lower current 154 of the composite girder G when a stroke S is generated by a design control value by applying pressure to the composite girder G, And the eccentric moment is generated by introducing the prestress and the camber (C) into the composite girder (G).

14A is a perspective view showing the alternation 10 and the alternation 10, the alternation 10 and the bridge 12, the alternation 10 and the springing foundation 18, the bridge 12, The tension fixing space portion 202 and the anchor bolts 220 are installed at the time of constructing the bridge bridge 12, the bridge bridge 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18 A composite girder G with a base plate 204 having a bolt hole 376 is attached to the end of the lower girder 154 of the composite girder G and then the base plate 204 is attached to the anchor bolt 220 204 are inserted and temporarily fixed to install the composite girder G.

14B, when the stroke interlock device 214 is inserted into the tension fixation space 202 and the strokes S are generated by the design control value by applying the pressure to the stroke interlock device 214, A compressive force or a prestressing force P is introduced into the lower side 154 of the composite girder G and acts eccentrically with the center axis of the composite girder G to generate an eccentric moment, The first fixed washer nut 208 and the second fixed washer nut 210 fitted to the anchor bolts 220 are tightly fixed to the base plate 204 by fastening the prestress and the camber C to the base plate 204, The bridge 10 and the springing foundation 18, the bridge 12 and the bridge 12, the bridge 12 and the spring 10, the bridge 10, the bridge 10 and the bridge 12, 14d, the spring base 18 and the springing base 18 are rigidly connected to the spring base 18 or the springing base 18, The device 214 is removed and the tension fixing space portion 202 is reinforced with reinforcing bars and high strength concrete 322 or the like to constitute the tension fixing space stiffening device 216 or the tension locking space stiffening device 216 The maintenance space for detachment 218 is provided and reinforced with reinforcing bars and high-strength concrete 322 or the like in the remaining space to constitute the tension fixing space stiffening device 216, or by reinforcing the two cases in combination, Thereby completing the tensioning device 200.

The stroke interlock device 214 is a prestress introduction device including a screw jack, a hydraulic jack, and the like.

15a-15c are a detail and process drawing 3 showing the prestressing force introduction and torsional relationship in a prestressed composite girder structure using an external prestressing tension fixation mechanism in accordance with the present invention.

As shown in these drawings, it is found that the dynamics relationship for introducing the prestress and the camber C into the composite girder G is the same as in Figs. 13 and 14. Fig.

15A is a diagram showing the relationship between the shift 10 and the shift 10, the shift 10 and the bridge 12, the shift 10 and the springing foundation 18, the bridge 12, The tension fixation space portion 202 and the bracket 224 and the column flange 226 during the construction of the bridge 12, the bridgehead 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18, A composite girder G having a base plate 204 attached with a bolt hole 376 at the end of the lower end 154 of the composite girder G is mounted on the bracket 224 And then inserted between the bolt holes 376 of the base plate 204 through the bolt holes 376 to temporarily fix them.

As shown in FIG. 15B, when the stroke interlock device 214 is inserted into the tension fixation space 202 and the strokes S are generated by applying the pressure to the stroke interlock device 214 to the design management level, The prestressing force P is applied to the lower current 154 of the composite girder G and eccentrically acts on the center axis of the composite girder G to generate eccentric moments, 15C, the simplex 222 is inserted into the stowock S space and the first fixed washer nut 208 and the second fixed washer nut 208 inserted in the bolt 212 The alternating 10 and the bridge 12, the alternating 10 and the springing foundation 18, the bridge 12 and the bridge 10, A springing base 18 and a springing foundation 18 and a springing foundation 18, The tension interlocking device 216 is constructed by removing the stroke interlock device 214 installed in the portion 202 and reinforcing the tension fixing space portion 202 with the reinforcing bars and the high strength concrete 322 or the like, A maintenance box 218 for detachment of the tensioning stroke interlock device 214 is installed and reinforced with reinforcing bars and high strength concrete 322 or the like in the remaining space to fix the tension fixation space reinforcement device 216 Or the two cases are mixedly reinforced to complete the lower tension tightening apparatus 200.

Figures 16a-16d detail and process Figure 4 showing the prestressed force introduction and torsional relationship in a prestressed composite girder structure using an external prestressing tension fixation mechanism in accordance with the present invention.

As shown in these figures, it is noted that the dynamics relationship for introducing the prestress and the camber C into the composite girder G is the same as in Figs. 13, 14, and 15.

16A is a perspective view of an alternating 10 and an alternating 10, an alternating 10 and a pier 12, an alternating 10 and a springing foundation 18, a bridge 12, 12, the tension fixing space portion 202, the bracket 224 and the bolt socket 206 during the construction of the piercing bridge 12 and the springing foundation 18 or the springing foundation 18 and the springing foundation 18 And the composite girder G provided with the end block 230 in which the sleeve 232 is embedded with the bolt hole at the end of the lower end 154 of the composite girder is mounted on the bracket 224, The bolt 212 is inserted through the bolt socket 206 and the sleeve 232 of the end block 230 and temporarily fixed to install the composite girder G. [

16B, when the stroke interlock device 214 is inserted into the tension fixation space 202 and the stroke S is generated by the design management value by applying pressure to the stroke interlock device 214, A compressive force or a prestressing force P is introduced into the lower side 154 of the composite girder G and acts eccentrically with the center axis of the composite girder G to generate an eccentric moment, The first fixed washer nut 208 and the second fixed washer nut 210 inserted into the bolt 212 are tightly fixed to the end block 230 by the prestress and the camber C, (10), alternating (10), alternating (10) and piercing (12), alternating (10) and springing bases (18), piers (12) and piers (12) The stroke interlocking device 214 installed in the tension fixing space portion 202 is rigidly connected to the base 18 or the springing base 18 and the springing base 18, The column reinforcing bars 236 and the lower concrete beam reinforcing bars 234 are connected to each other in a loop in the tension fixing space 202 and reinforced by the high strength concrete 322 or the like, As shown in FIG. 13E, a maintenance box 218 for attaching / detaching the tensioning stroke interlocking device 214 is provided, and reinforced with reinforcing bars and high-strength concrete 322 or the like in the remaining space Tension tightening device 200 is completed by constructing the tension fixation space reinforcement device 216 or by reinforcing the two cases together.

FIGS. 17a to 17d are detailed views showing the phase current of the prestressed composite girder structure using the external prestressing tension fixing mechanism according to the present invention, and the upper current steel collar strength of the columns. FIG.

As shown in these drawings, the upper current steepening apparatus 300 is formed as a top current steep space portion 302 and a shear connecting member 168 welded at the time of the construction of the alternation 10 and the bridge 12 in Fig. The connecting beams 304 are installed to introduce the prestressing force P and the camber C into the composite girder G and then the upper current connecting beam 304 and the upper current 158 of the composite girder G And the joint plate 306 is superimposed on the upper current 158 of the upper current connecting beam 304 and the composite girder G so as to be strong by the high tension bolt nut 308 or the weld 316, The column reinforcing bars 236 and the bottom plate reinforcing bars 238 are looped in a loop in the high-strength concrete portion 302 and poured into the high strength concrete 322 or reinforced with the same material as the bottom plate.

And the upper current 158 of the composite girder G is an upper current steepening apparatus 300 in the case of being formed of a steel beam, a concrete bottom plate, a precast beam, a wood beam and a wooden bottom plate.

17B is a sectional view showing the upper current steep space 302 and the shear connection member 168 welded to each other during welding of the alternating current 10 and bridge 12, And the cam plate C is inserted into the composite girder G so that the joint plate 310 welded to the end of the phase current 158 of the composite girder G And the butt joint plate 310 welded to the end of the upper current connecting beam 304 embedded in the bridge 10 and the bridge 10 are connected to each other through the butt joint plate 310, Tightly joined with the column reinforcing bar 236 and the bottom plate reinforcing bar 238 in the upper right rigid space 302 and joined with the high strength concrete 322 Or reinforcement with the same material as that of the bottom plate to form the upper current drawing apparatus 300.

And the upper current 158 of the composite girder G is a top current steepening apparatus 300 in the case of being formed of a steel beam, a concrete bottom plate, a precast beam, a wood beam and a wooden bottom plate

17C shows another embodiment of the upper current stepless apparatus 300 in which the H-section steel 312 welded with the shear connecting member 168 is installed in the alternating section 10 and the bridge 12, The upper current connecting bracket 314 is welded to the upper end 158 of the composite girder G to form the upper current steep space 302 and then the prestressed concrete girder G is pre- The upper current connection bracket 314 and the upper current connection 158 of the composite girder G are brought into contact with each other and the upper current connection bracket 314 and the composite girder G The upper plate 156 and the upper plate 156 are joined to each other by a high tensile bolt nut 308 or by a weld 316 to form the upper current steelmaking apparatus 300.

And the upper current 158 of the composite girder G is a top current steepening apparatus 300 in the case of being formed of a steel beam, a concrete bottom plate, a precast beam, a wood beam and a wooden bottom plate

17D is a view showing the upper current steepening device 300 in the case where the upper current 158 of the composite girder G is formed of a precast beam and the upper current steepening slope The reinforcing members 311 and 312 are installed in the composite girder G so that the prestress force P and the camber C are introduced into the composite girder G, The upper current connecting reinforcing bars 320, the bottom reinforcing bars 238 and the pillar reinforcing bars 236 exposed in the phase current 158 of the upper current connecting reinforcing bar 318 and the composite girder G are connected in a loop shape, Next, the high-strength concrete 322 is laid to form the upper current drawing apparatus 300.

FIGS. 18A and 18B are detailed views showing steel pipe hardening elements connecting steel pipes of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in this figure, a sleeve pipe 334 having a sleeve stiffener 336 having a through hole 338 at its end is provided at one side of the connection of the steel pipe 332, and the sleeve pipe 332, The sleeve pipe 334 is moved to the other steel pipe 332 so as to be symmetrically installed and then the sleeve pipe 334 is fastened to the sleeve stiffener 336 with a bolt 212, 340 to tighten the sleeve pipe 334 and then filling the grouting 342 through the through hole 338 to form the steel pipe connecting device 330 by connecting the steel pipes 332 to each other.

19 is a detailed view showing a dynamics relationship for introducing a prestress into a center portion of a lower current steel of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in this drawing, the fixing ribs 356 for fixing the PS steel wire are installed on the ends of the center steel pipe 352 by welding 316, and the sheath 164 provided inside the center steel pipe 352 is provided with a central PS wire The center partition PS wire 170 is tensioned by using the fixing partition wall 356 as a reaction wall and a steel wire fixing device 166 is installed on the fixing partition wall 356 to introduce prismless Thereby forming a steel pipe center portion prestressing device 350.

Then, the end steel pipe 354 is extended to the center steel pipe 352 by using a steel pipe fastener 330 as shown in Fig.

FIG. 20 is a detailed view showing a dynamics relationship for introducing a prestress at an upper end portion of a prestressed composite girder structure using an outer prestressing tension fixing mechanism according to the present invention.

20, when the phase current 158 of the composite girder G is strong in the alternation 10 and bridge 12 using the phase current steepening device 300, the phase current 158 ), And if the sectional stiffness of the composite girder (G) is insufficient with respect to the above-mentioned relative moment, the secondary PS strand 362 of the fulcrum portion is installed and the tension fixation is performed Fig. 3 is a detailed view showing a process of detailing the stress due to external force by introducing a prestress through the test piece.

After the composite girder G is mounted and the alternation 10 and bridge 12 and phase current 158 are tightened to the upper current stepless apparatus 300, And a fusing stage block 364 for fixing the fusible secondary PS steel wire 362 is provided on the lower face of the bottom plate 152 and on the side face of the phase current 158. In the sheath 164, After the PS strand 362 is inserted and then the above described fixing stage block 364 is used as a reaction wall to tense it and then the secondary PS strand tension fixing device 366 is installed, To form a fulcrum sub-prestress device 360 introduced by the prestress.

FIGS. 21A to 21C are detailed views showing vertical and abdominal abdominal materials and vertical abdominal abdominal cavity colonies that tighten up-and-down currents of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

21A shows a state in which the shear coupling member 168, the insert plate 372 and the insert bar 374 are welded to the steel material as the abdomen material 156 and then the upper and lower surfaces of the abdomen material 156 are welded And the concrete is inserted into the vertical abdominal re-stiffener 370 by placing the upper end 158 and the lower 154 concrete.

FIG. 21B shows a state in which a bolt socket 206 is preliminarily installed in the phase current 158 and the bottom current 154 made of precast or wood and the bolt hole 376 is formed in the end portion of the abdomen material 156, The upper current 158 and the lower current 154 are provided on the upper and lower surfaces of the abdomen material 156 welded to the plate 204 and the bolts 212 are attached to the bolt holes 376 and the bolt socket 206 After the joining, the vertical abdominal lifting device 370 is formed by fastening with the washer nut 340.

FIG. 21C shows a state in which an anchor bolt 220 is previously embedded in an upper phase current 158 and a lower current phase 154 made of precast or wood, and the end portion of the abdomen material 156 is provided with a bolt hole 376 The plate 204 is inserted into the anchor bolts 220 of the phase current 158 and the lower end 156 at the upper and lower surfaces of the welded abdomen member 156 and then fastened with the washer nuts 340, Forming apparatus 370 is formed.

FIGS. 22A and 22B are detailed views showing an oblique abdominal member of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention, and an oblique abdominal abdominal wall colonizing the upper and lower currents. FIG.

22A is a sectional view of a welded joint box 382 formed by attaching a vertical partition plate 384 in a vertical direction to a base plate 204 at a steel plate phase current 158 and a lower plate 154, And an incline abutment member 156 is inserted into the connection three-dimensional box 382 and welded (316) to form a composite truss girder.

22B shows a state in which the vertical partition plate 384 is attached to the upper plate 158 and the lower plate 156 made of concrete in a direction perpendicular to the base plate 204 having the through hole 338 and the front end connection member 168 Is an oblique abdominal resurfacing device 380 formed by attaching a manufactured connection box box 382 and inserting an oblique abdominal member 156 into the connection box box 382 and welding it to form a composite truss girder.

The through hole 338 is formed to facilitate charging when the concrete is poured in the upper current 158 and the lower current 154.

FIG. 23 is a detailed view showing a relationship of installing a horizontal bracing using a precast panel of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in this drawing, the precast panel 386 is mounted using the oblique angle portion and the protruding portion of the phase current 158 and the lower current 154, and the phase current 158 and the bottom current phase of the obtuse- The rigid space portion 390 of the precast panel 386 is fixed to the head portion of the front end joint portion 168 attached to the precast panel 386 by tightly fitting the hooks of the panel reinforcing bars 388 provided in the precast panel 386, The horizontal bracing 160 is formed by placing the high strength concrete 322 and forming a strong connection between the phase current 158 and the phase current 158 and between the bottom phase 156 and the bottom phase 156, And can be utilized as a combined mold for casting a floor installation.

24 is a detailed view showing a bottom plate connecting apparatus for connecting reinforced concrete bottom plates of a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention.

As shown in this drawing, a jointed space portion 390 is formed in the block-out portion after block-out of the connecting position of the bottom plate 152 of the composite girder G, 390 and the lower reinforcing bars 394 and the lower reinforcing bars 394 are overlapped with each other to form a loop and then the high strength concrete 322 is placed in the rigid space portion 390, .

As described above, the method of constructing a prestressed composite girder structure using an external prestressing tension fixing mechanism according to the present invention is characterized in that a simple support structure is laid-out in a double-end fixed laam structure structure, It has an excellent effect on economic efficiency and green environment.

In addition, it is possible to eliminate the construction cost, the collision with the terrain, and complaints due to the increase of the span length in the same section.

In addition, by introducing prestress, it is possible to effectively cancel the stress caused by the external load including self-weight, thereby maximizing the efficiency of material use by reducing the member force, and the expenditure of the construction cost can be greatly reduced.

In addition, since the camber (C) is formed by the external prestressing at the construction stage, it is possible to effectively control the factory manufactured camber (C) error in the field, so that the construction effect is obtained.

By constructing the cross-sectional shape as a curved structure, there is an economical aspect through efficient arrangement of the sectional rigidity according to the member force magnitude and an excellent aspect to create aesthetic appearance that conforms to the flow of the prestress force.

In addition, it has a high structure tolerance due to a high order irregularity due to a strong structure of the upper structure and the lower structure, and thus it has an excellent effect of earthquake resistance.

10: Alternation 12: Pier
14: support 16: expansion joint
18: Springing foundation 20: Steel composite girder
22: steel girder 24: reinforced concrete bottom plate
26: shear connection member 27:
28: Vertical rib 30: Steel plate girder
40: Synthetic truss girder 42: descending current
44: Blessing member 46: Kangsang Current
48: Steel horizontal bracing 50: Prestress composite truss girder
52: reinforced PSC under current 60: arch girder
62: arch rib 64: hinge
100: prestressed composite girder 102: prestressed curved composite truss girder
104: Prestressed horizontal composite truss girder
106: prestressed composite arch girder 108: prestressed box composite composite girder
110: Space truss composite girder 112: Planar truss composite girder
114: symmetrical I-type composite girder 116: box-shaped composite girder
118: Arch rib 150:
152: bottom plate 154: bottom current
156: abdomen material 158: phase current
160: Horizontal bracing 162: Lateral PS liner
164: Sheath 166: Steel wire fixing device
168: Shear connector 170: Center PS liner
171: Lower flange 172: Upper flange
173: Vertical rib 174: Horizontal stiffener
176: Rigid reinforced concrete 178: Hypothetical strut
200: Lower tension tension device 202: Tension fixing space part
204: base plate 206: bolt socket
208; Primary Fixed Washer Nut 210: Secondary Fixed Washer Nut
212: bolt 214: stroke interlocking device
216: Tension fixing space stiffener 218: Maintenance
220: anchor bolt 222: simplex
224: bracket 226; Column flange
230: short block 232: sleeve
234: Lower concrete beam reinforcing bar 236: Column reinforcing bar
238: Reinforcement of the bottom plate 300:
302: phase current strongest space 304: phase current connection beam
306: joint plate 308: high tensile bolt nut
310: abutting joint plate 312: H-shaped steel
314: phase current connection bracket 316: welding
318: Reinforced concrete on the pillar 320: Reinforced concrete
322; High Strength Concrete 330: Steel pipe connection
332: steel pipe 334: sleeve steel pipe
336: Sleeve stiffener 338: Through hole
340: Washer nut 342: Grouting
350: center pipe prestressing device 352: center pipe
354: end steel pipe 356: fixing partition
360: fulcrum portion prestress introduction device 362: fulcrum portion secondary PS liner
364: Fixed end block 366: Secondary part of the fascia PS wire tension fixing device
370: vertical stiffener 372: insert plate
374: insert bar 376: bolt hole
380: incline abdominal rehabilitation device 382: connection solid box
384: Vertical partition 386: Precast panel
388: panel reinforcement 390:
392: bottom plate upper side reinforcement 394: bottom plate bottom reinforcement
C: Camber D: Deflection
G: composite girder P: prestressed force
S: Stroke

Claims (11)

A step of fabricating a space truss composite girder 110 having a curved shape, which is composed of a lower portion 154, an abdomen material 156, and an upper portion 158;
(10), alternating (10), alternating (10) and piers (12) or piers (12) and piers (12);
The tension fixing space portion 202 and the upper current grounding space portion 302 are formed in the alternation 10 and the alternation 10, the alternation 10 and the pier 12 or the pier 12 and the pier 12, step;
Placing the space truss composite girder 110 in the alternation 10, alternating 10, alternating 10 and bridge 12 or bridge 12 and bridge 12;
Installing the stroke interlock device 214 in the tension fixation space 202 of the bridge 10 and the alternation 10, the alternation 10 and the bridge 12 or the bridge 12, ;
A stress is applied to the stroke interlock device 214 to generate a stroke S and a compression force is applied to the lower current 154 of the space truss composite girder 110 to apply a prestress force P) and an eccentric moment to introduce a prestress and a camber (C) into the space truss composite girder 110;
In the tension fixation space 202, the alternation 10, the alternation 10, the alternation 10 and the bridge 12 or the bridge 12, the bridge 12 and the bottom current of the space truss composite girder 110, The upper current ground clearance portion 302 and the shear connection member 168 are welded to each other to form a welded upper and lower current tightening device 200, The upper current connection beam 304 and the upper current connection 158 of the space truss composite girder 110 are connected to each other and the upper current connecting beam 304 and the space truss composite girder 110 The bolt nut 308 and the weld 316 are superimposed on each other and the joint plate 306 is superimposed on the phase current 158 of the upper current present space 158, The upper bridge 238 is looped in a loop and is poured into the high strength concrete 322 or reinforced with the same material as the bottom plate so that the bridge 10, RTI ID = 0.0 > (300) < / RTI >
Constructing a floor plate (152) on the top surface (158) of the top floor (158);
If the bottom plate 152 is predicted to have flexural cracks due to the momentum at the points of the alternation 10 and pier 12, the alternating 10 and secondary PS lines 362 at the points of the bridge 12, And tentering the fulcrum secondary PS wire 362 with the fulcrum portion prestress introduction device 360 to introduce a prestress into the bottom plate 152;
The method of claim 1, wherein the pre-stress curved composite truss girder (102) is constructed by sequentially performing the above steps. The method according to claim 1,
The space truss composite girder 110 is welded by welding an abdomen material 156 which is a steel material installed at an inclined lower end 154 of the steel material and an upper surface of the abdomen material 156 is made of reinforced concrete, And the space truss composite girder 110 is installed by connecting the current 158 to the vertical stiffener 370 and the sloped stiffener 380 to construct the space truss composite girder 110. The space truss composite using the external prestressing tension fixing mechanism Girder construction method. The method according to claim 1,
When the stroke interlock device 214 is inserted into the tension fixation space 202 and the stroke S is generated by the design intervention by applying the pressure to the stroke interlock device 214, A compressive force is introduced into the present space 154 and acts as eccentricity with the center axis of the space truss composite girder 110 to generate an eccentric moment so that a prestress and a camber C are introduced into the space truss composite girder 110 A method of constructing a space truss composite girder using an external prestressing tension fixing mechanism. The method according to claim 1,
A tension fixing space portion 202 and a bolt socket 206 are installed at the time of constructing the alternation 10 and pier 12 and a bolt hole 376 is formed at an end of the lower current 154 of the space truss composite girder 110. [ The space truss composite girder 110 with the base plate 204 having the base plate 204 attached thereto is fixed and then the bolt hole 376 of the base plate 204 is fixed temporarily with the bolt 212 The space truss composite girder 110 is installed and the primary fixed washer nut 208 and the secondary fixed washer nut 210 fitted to the bolt 212 are tightly fixed to the base plate 204, And the stroke interlocking device 214 installed in the tension fixing space part 202 is removed so that the tension fixing space part 202 is reinforced with reinforcing bars and high strength concrete 322, It is possible to constitute the space standing device 216 or to hold the maintenance box 218 for detachment of the re-tensioning stroke interlock device 214 And the reinforcing bars and the high strength concrete 322 are reinforced in the remaining space to constitute the tension fixing space strengthening device 216 or the reinforcing reinforcing steel reinforced concrete reinforcing device 216 is used in combination with the above two cases to complete the lower tension reinforcing device 200 A method of constructing a space truss composite girder using an external prestressing tension fixing mechanism. The method according to claim 1,
The phase current steepening apparatus 300 installs the phase current connecting beam 304 welded with the upper current steepening space portion 302 and the shear connecting member 168 at the time of constructing the alternation 10 and the bridge 12, The prestress force P and the camber C are introduced into the space truss composite girder 110 and then the upper current connection beam 304 and the upper current 158 of the space truss composite girder 110 are brought into mutual contact, The joint plate 306 is superimposed on the current connection beam 304 and the phase current 158 of the composite girder G to be strong by the high tension bolt nut 308 or the weld 316, Reinforced concrete 322 or reinforced with the same material as that of the bottom plate in the roof 10 and the bridge 10 and the piers 12 The upper current connecting space 302 and the shear connecting member 168 are welded to each other and a phase current connecting beam 304 is welded to the space truss composite girder 110, (10) and the piers (12) welded to the end of the top current (158) of the space truss composite girder (110) The butt joint plate 310 welded to the end of the welded phase current connecting beam 304 is interlaced and fastened with the high tension bolt nut 308 or welded 316 via the butt joint plate 310 The column reinforcing bars 236 and the bottom plate reinforcing bars 238 are looped in a loop in the upper current strength clearance space 302 and are poured into the high strength concrete 322 or reinforced with the same material as the bottom plate, The H-shaped steel pipe 312 is provided with an alternating 10 and a shear connection member 168 welded to the pier 12 so that the H-shaped steel pipe 312 is connected to the space truss composite girder 110 The upper current connecting space bracket 314 is welded to the upper end of the upper current present space 158 to form the upper current hardening space 302, The prestress force P and the camber C are introduced into the girder 110 and then the upper current connection bracket 314 and the upper current 158 of the space truss composite girder 110 are mutually opposed, The joint plate 306 is superimposed on the phase current 158 of the bracket 314 and the space truss composite girder 110 and fastened with the high tension bolt nut 308 or welded to the upper current tightener 300 Wherein the outer prestressing tension fixation mechanism is configured to form an outer prestressing tension fixation mechanism. The method according to claim 1,
When a member of the space truss composite girder 110 is used as a steel pipe, a sleeve steel pipe 334 having a sleeve stiffener 336 having a through hole 338 at an end thereof is installed at one side of the connection part of the steel pipe 332 And the sleeve pipe 334 is moved to the other pipe 332 and symmetrically installed after the pipe 332 and the pipe pipe 332 of the other pipe are opposed to each other. Tightening the sleeve pipe 334 with the nut 340 to tighten the sleeve pipe 334 and then filling the grouting 342 through the through hole 338 to join the steel pipe 332 to each other, Wherein the connecting device (330) is formed on the inner surface of the outer truss. The method according to claim 1,
The fixing rib 356 for fixing the PS steel wire is welded to the end of the middle steel pipe 352 of the lower end 154 and the central PS steel wire 170 is welded to the sheath 164 provided inside the middle steel pipe 352 And a prestress is introduced by installing a wire fixing device 166 on the fixing partition wall 356 after using the fixing partition wall 356 as a reaction wall to tense the center PS wire 170. [ A Method of Construction of Space Truss Composite Girders Using Prestressing Tension Fixing Mechanism. The method according to claim 1,
The fusing secondary PS steel wire 366 is disposed at a point where the upper and lower portions of the space truss composite girder 110 are tied to the bridge 10 and the bridge 10, Wherein the apparatus (360) introduces a prestress into the apparatus (360). The method according to claim 1,
An insert plate 372 and an insert bar 374 are welded to the steel material as the abdomen material 156 and the upper end face 158 and the upper end face 158 And the lower bolt socket 206 is embedded in the upper current 158 and the lower current 154 made of precast or wood so that the bolt socket 206 is inserted into the bolt socket 206. [ The upper and lower surfaces 158 and 154 of the abdomen material 156 are provided on the upper and lower surfaces of the abdomen material 156 welded with the base plate 204 having the bolt holes 376 of the long holes in the end portions of the abdomen material 156. [ A bolt 212 is fastened to the bolt hole 376 and the bolt socket 206 and then fastened with a washer nut 340 to form a vertical abdominal rehabilitation device 370, And an anchor bolt 220 is previously embedded in the upper end 158 and the lower end 154 of the abdomen member 156, The base plate 204 having the tapped holes 376 is inserted into the upper surface and the lower surface of the welded abdomen member 156 and inserted into the anchor bolts 220 of the phase current 158 and the lower current 156, To form a vertical re-stiffening device (370). The method of claim 1, wherein the vertical re-stiffening device (370) The method according to claim 1,
The connected stereoscopic box 382 manufactured by attaching the vertical diaphragm 384 to the base plate 204 in a vertical direction is welded and attached to the upper end 158 and the lower end 154, Wherein the warp belly member (156) is inserted into the warp belly member (156) and welded to form a composite truss girder (156). The method according to claim 1,
The front cast panel 386 is mounted by using the oblique angle portion or the protruding portion of the phase current 158 and the bottom current 154 and the shear connection member 386 attached to the upper current 158 and the lower current 154 of the obtuse- The high strength concrete 322 is inserted into the rigid space portion 390 of the precast panel 386 after the hook of the panel reinforcing bar 388 provided in the precast panel 386 and the hook of the protruded panel reinforcing bar 388 is strongly inserted. And forming a horizontal bracing 160 by forming a strong connection between the phase current 158 and the phase current 158 and between the bottom 156 and the bottom 156. [ Construction method of space truss composite girder.

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