KR20060046873A - Preflex comopsite bridges and method for constructing thereof - Google Patents

Abstract

The present invention is to produce the height of the center point in the same way as the middle span in order to secure the maximum space of the pre-plex composite girder bridge across the river, but to reinforce the cross-section to maintain the safety of the cross-section according to the long span bridge It is to provide a preflex continuous composite girder bridge and its construction method that does not change the height of the mold that can secure the maximum communication surface. The preplex composite girder bridge of the present invention connects two or more composite girders to correspond to a multi-span, and loads a preflection load on the steel formed by upward rise, respectively, and forms a casing concrete at the lower edge to remove the loaded load. By placing the compression type introduced into the composite section for the constant moment section on both sides, and connecting the composite section for the parent section section having a cross-sectional shape that can withstand the cross-sectional force of the central point without changing the height in the longitudinal direction therebetween. Each composite type is manufactured in the optimal cross-sectional shape according to the moment shape, and in order to reduce construction errors, each composite type is manufactured for each of the positive and sub-moment sections in consideration of the change in the angle that may occur at the end of the steel joint. When placing slabs and abdominal concrete, if the plane curve (R) or the square is severe, the overall stiffness of the composite due to the low rigidity of the joints In order to prevent the twist and fall, it is characterized in that for installing the closing pedestrian cabo is connected by closing the composite for the parent section.

Preflex composite type, casing concrete, steel, filling type bracing, closed crossbeam, composite cross beam, composite for constant moment section, composite type for parent section, cross beam joint

Description

Preflex comopsite bridges and method for constructing

1A to 1B are conceptual views showing the geometry of a bridge crossing a road and a bridge crossing a river

2 is a block diagram of a teaching device

Figure 3a to 3b is a view showing a deformation state of the device caused by the difference in the length of the inside and outside the bottom plate when placing the bottom plate concrete in the state without the conventional cross beam

Figures 4a to 4c is a view for explaining the rise and fall structure of the conventional preflex continuous composite bridge

5 is a side view of a conventional preprex continuous composite bridge

6a to 6e is a construction process diagram for explaining the construction method of the conventional preflex continuous composite bridge

7A to 7C are diagrams for explaining a hypothesis method of a composite type for a parent section section of a conventional preflex continuous composite bridge.

8 is a view for explaining the occurrence of eccentricity of the composite type according to the construction method of the conventional preflex continuous composite bridge

9 is a view for explaining a preplex continuous composite bridge according to an embodiment of the present invention.

FIG. 10 is a plan view illustrating the “A” part of FIG. 9 in more detail.

11 to 13 are moment diagrams and partial cross-sectional views of a conventional preflex composite girder bridge compared to a preflex continuous composite bridge according to an embodiment of the present invention.

14 to 15 are moment lines and partial cross-sectional views of a preflex continuous composite bridge according to an embodiment of the present invention compared with the moment lines of a conventional preflex composite bridge

FIG. 16 is a composite crossbeam composited with concrete for closing the pre-bracing bracing and the composite section for the parent section when the preflex continuous composite bridges are arranged in a curved bridge according to an embodiment of the present invention. Span center part and center point part for explaining the case composed of a plain concrete crossbeam

FIG. 17 is a view illustrating a composite crossbeam consisting of a cladding type bracing and concrete in a middle section of a preflex continuous composite bridge according to an exemplary embodiment of the present invention. A drawing to explain the case where a composite crossbeam consisting of a closed crossbeam and concrete is constructed

18A to 18E are views for explaining a process of manufacturing a preplex composite mold according to a preflex continuous composite bridge according to an embodiment of the present invention;

19 is a view for explaining a state hypothesized on the pier a composite type for the parent section section prepared according to the preflex composite type manufacturing method according to an embodiment of the present invention

20A through 20B are diagrams for explaining a method of hypothesizing a composite type for a parent section according to an embodiment of the present invention on a piers.

21A to 21B are views for explaining a method of connecting a composite type for a parent section section to a closed crossbeam when a bridge center line is a straight line according to an exemplary embodiment of the present invention;

22A to 22B are views for explaining a method of connecting a composite type for a parent section section to a closed crossbeam when a square exists in a bridge according to an embodiment of the present invention.

FIG. 22C is a view for explaining a method of connecting a composite section for a parent section section to a closed crossbeam in a bridge having severe planar curves or quadrangles according to an embodiment of the present invention; FIG.

23A to 23C are views for explaining a method of connecting a composite section for a parent section according to a construction method of a preflex continuous composite bridge according to an embodiment of the present invention by using a closed crossbeam;

FIG. 24 is a view for explaining a state in which a composite type for a constant moment section and a composite type for a parent moment section according to an embodiment of the present invention are hypothesized on a bridge; FIG.

25A to 25E are views for explaining a method of hypothesizing a composite type for a constant moment section according to an exemplary embodiment of the present invention.

FIG. 26 is a view showing a preflex continuous composite bridge without a change in height according to an embodiment of the present invention according to FIG. 25D.

FIG. 27 is a view for explaining the case where preplex continuous composite bridges are arranged in a cross section according to an embodiment of the present invention; FIG.

28 is a view for showing that the preflex continuous composite bridge according to an embodiment of the present invention is possible even in multi-span or more than two-span.

* Description of the symbols for the main parts of the drawings *

100: composite type for parent section section 100a: rigid section for parent section section

110: closed crossbeam 113: high-tensile bolt

115a ~ 115d: Steel cover 130: Filling type bracing

140: composite crossbeam 150: concrete crossbeam

200: Composite type for constant moment section 200a: Steel type for constant moment section

The present invention relates to a preplex composite bridge, and more particularly, to a preplex continuous composite bridge and a construction method for ensuring the maximum geometry space of the preplex composite bridge crossing the stream.

In general, the geometry of a bridge crossing a river is measured from the upper surface of the bridge, excluding the device, unlike the geometry of a bridge crossing the road. That is, as shown in FIGS. 1A to 1B and 2, the geometry of the bridge crossing the road is measured from the lower surface of the superstructure 1 of the bridge, while the geometry of the bridge crossing the river is measured. (B) is measured from the top of the undercarriage 5 of the bridge, ie from the top of the bridge, excluding the bridge device 3. The average annual rainfall in Korea is 1,274mm, which is about 1.3 times the world average of 973mm, but 50 ~ 60% of the rainfall is concentrated in summer, and the loss of bridges that cross rivers is low due to the small river basin area. Because it becomes. Here, as shown in Figure 2, the teaching device 3 is located between the lower surface and the upper surface of the superstructure 1 so as to secure a space of about 400mm for its construction and maintenance. As a result, even though the bridges crossing the rivers have the same height and height as the bridges crossing the roads, the bridges have a 400mm high bridge plan along the longitudinal section to maintain the same space. This implies an increase in fill height at the bridge starting point, resulting in construction cost, occupied area of fill, runability of the vehicle, and poor visibility of the driver.

Therefore, the necessity of an end cut type of a simple bridge type that can secure a space of a die sufficiently and an iso-cross bridge having a lower height of a parent portion part of a continuous bridge type is emerging.

The end cut type of the simple bridge type has been constructed from the past to secure the space of the simple bridge, and this end cut type is mostly a steel plate bridge bridge, and concrete bridges are hardly found and are short. Limited to the span of precast beam bridges. This is because the cross section becomes small at the maximum shear force generation section, and in the case of the plate-shaped bridge, it is possible to increase the thickness of the steel sheet. However, despite the increase in the thickness of the abdominal plate, the end-cutting plate bridge is also concerned about buckling, which is a disadvantage of the plate bridge itself, and in the bridge crossing the river, the bridge bridge is a maintenance cost and environmental problem due to painting and repainting due to the concern of corrosion. It is a method that has emerged and is not applied well.

The general preflex composite hypothesis is the same as the prestressed concrete beam bridge, but different from the plate bridge. The plate-shaped bridge constructs a segment by segmenting the mold, and then installs the entire bridge by connecting bracing and crossbeam between each mold. However, the hypothesis of the general preflex composite type is a hypothetical form in which a crossbeam acts on a load after fabricating a mold corresponding to one span, then hypothesizing it in alternating and piers, and after the bottom plate is synthesized without bracing or crossbeam. This hypothesis is shown in FIG. 3A, due to the length a ₁ of the cantilever bottom plate and the length 2a ₂ of the central bottom plate, as shown in FIG. 3B, when the bottom plate concrete 5 is poured. Twisting occurs and causes severe deformation of the teaching device 3, and in this state, if the working load is loaded, there is a high possibility that the falling-off phenomenon of the teaching device 3 occurs. This phenomenon is more prominent in bridges with more severe curvature R or SKEW. In general, when the cantilever bottom plate length a ₁ and half the middle bottom plate length a ₂ are the same, no torsional deformation occurs, but this is a very rare form in bridge planning.

Continuous composite bridges have already been developed in various forms, and the Korean Registered Utility Model Publication No. 20-230089 (registered on April 30, 2001) includes one or more joints installed at certain positions in the parent section. , Continuous free to ascend and descend from a branch consisting of at least one branch point installed at a certain position in the parent section, except for the bridge portion of the piers, the hydraulic jack installed on the branch point, and the high-thick plate installed on the hydraulic jack. The raising and lowering structure of the flex composite bridge has been registered and registered first.

According to this prior application registration plan, as shown in Fig. 4A, two composite molds 11, in which lower casing concrete 11b is integrated with steel dies 11a formed by upward ascension, have branches ("A"). Mounted and then connected to install a continuous compound type, as shown in Figure 4b, in the state of the connection point of the continuous compound type 11 raised with a hydraulic jack, as shown in Figure 4c, the continuous compound type Continuous composite type installed by introducing compressive force to the bottom plate 13 as the composite type is elastically restored by placing the hydraulic plate and lowering the hydraulic jack after placing the bottom plate 13 and the abdominal concrete 15 at the connection points of 11, respectively. The bottom plate self weight and live load added to the upper part of the upper part were made to resist the parent moment generated at the connection point.

However, such a prior application registration entailed several problems. First, the rise and fall of the connection point is complicated, and in order to resist the high sectional force of the connection point, the up and down amount of the connection point is excessively disadvantageous, and the construction is very disadvantageous. Third, excessive work costs are required. Third, when the bottom plate concrete and cross beam concrete are laid and the connection point is lowered, the lowering speed of the hydraulic jack is not constant due to the weight difference between the outer composite type and the inner composite type, so that the abdominal and cross beams There are many cases in which cracks occur, and fourthly, since the composite fabricated part is connected in a section where the largest cross-sectional force is generated over the entire span, there is a problem in that the joint part of the continuous composite type is weak.

On the other hand, in order to solve the above problems, recently a continuous composite bridge of the form as shown in Figure 5 has been developed and applied to bridge construction.

In the continuous composite bridge of this type, first, as shown in FIG. 6B, the pre-flection load P is loaded on the steel 11a for the constant moment section manufactured as shown in FIG. 6A, and then the steel 11a as shown in FIG. 6C. The casing concrete (11b) is placed on the lower edge of the) to remove the pre-flexion load (P) as shown in Figure 6d so that the compressive force is introduced into the casing concrete (11b) to manufacture the preflex composite type 11 for the constant moment section do.

Still, between the pre-moment section 11 for the constant moment section, the steel reinforcement concrete for the parent section section in which the casing concrete (12b) is poured and cured along the raised portion below the longitudinal center of the steel (12a) STEEL AND REINFORCED CONCRETE) As a configuration in which the composite mold 12 was connected and assembled (see FIG. 5), it was made to resist the high sectional force generated at the connection point by the fixed load and the live load acting on the continuous composite mold.

In this continuous composite type, the preflex composite type 11 for the constant moment section and the steel reinforced concrete composite type 12 for the parent moment section are manufactured and installed on the ground in consideration of the design section force. It has the advantage of eliminating most of the problems identified in the prior application registration proposals, in which ascending and descending processes must be performed.

However, in view of the fact that the continuous composite type as described above is constructed and manufactured by the steel reinforced concrete composite type 12 for the parent section section of the edge section having a raised height, first, the mold according to the longitudinal direction Due to the change, the production loss of the steel 12a is large, the manufacturing process is complicated, and secondly, as the mold height increases, the communication surface of the bridge is relatively reduced under the same construction conditions. Since the size of the lower casing concrete 12b of the steel reinforced concrete composite 12 for the parent moment section is made the same size as the lower casing concrete 11b of the preflex composite 11 for the constant moment section Casing concrete (12b) with low specific gravity of pure concrete in the composite section due to high section force at the point without separate prestressing work A crack is caused.

This crack is caused by the load generated during the unexpected construction, not the design load. The crack 12a is transported to the site after being manufactured as shown in FIG. 6a to examine the connection state between the rise and the joint. After the preflex load P is introduced into the steel mold 11a for the constant moment section, the lower casing concrete 11b is poured and cured. Subsequently, when the load introduced into the steel mold 11a for the constant moment section is removed, an angle change A occurs at the end of the joint portion. This is because the cross section when loading the preflex load (P) is the steel 11a, and when the introduced load is removed, the steel 11a and the casing concrete 11b are the cross-sections of the composites. It is caused because it is restored to the rise amount D2 (see FIG. 6D) smaller than the rise amount D1 (see FIG. 6A) of the steel 11a, and it is possible to estimate due to creep and dry shrinkage of the lower casing concrete 11b. The change in angle (A) is an essential construction error because the value is somewhat ambiguous due to additional rise changes without knowing the exact value. Due to the occurrence of this angle (A), as shown in Fig. 6E, when the hypothesis and the piers are hypothesized, the phenomenon of the preflex composite type 11 for the constant moment section is lifted at the end, and as shown in Fig. 5, it is placed in the alternation. As if the end point is lowered. Because of this, when compressing, additional compressive force is introduced into the lower casing concrete 12b of the steel reinforced concrete composite 12 for the parent section, which is the most unfavorable and always compressive force throughout the member, thus preflex for the constant moment section. Due to the size of the lower casing concrete (11b) of the composite mold (11) due to the size of the lower casing concrete (12b) of the steel reinforced concrete composite for the parent section section cracks due to the lack of cross section of the concrete This is inevitable.

In order to solve this problem, there is a method of introducing tensile stress to the lower casing concrete 12b of the steel reinforced concrete composite type 12 for the parent section, but the tensile stress of the concrete is 1/10 of the concrete compressive stress. Since the means of introducing tensile stress to secure the degree of reinforcement effect is the same as the introduction of expensive preflexion load (P), the economic efficiency is very low, and the introduction of a small amount of tensile stress is easily dissipated due to the creep of concrete. Even hard to get a different effect.

In view of workability, many problems of conventional continuous composite bridges have been raised. According to the previous application registration, there is one joint per branch, so the joints of the split type must be horizontally constructed. If it is not horizontal, bending of the abdominal and flange joints may occur, and cross-sectional increase and fatigue breakage of the joints are likely to be caused by the greatest cross-sectional force generated over the entire span. In addition, it is customary that the joint plate of such a part is not bent and used. Therefore, when the planar curve (R) is a severe bridge, the section of the preflex composite type 11 of the outer preflex composite type 11 occurs because the length of the caliber bottom plate a ₁ is considerably longer than the half of the center plate length a ₂ . As the cross section becomes very large and there is no special bracing and cross beams when placing the floorboard and the abdominal concrete, as shown in FIG. 3b, it causes the twisting of the preflex composite type 11 or the severe deformation of the seating device. When the load is loaded, there is a high possibility that the dropping device may occur. For reference, there is an anti-prevention facility when installing the preflex composite type (11), but it is demolished when placing the bottom plate and the abdominal concrete, and its cross section is also installed by the combination of the L-shaped steel and the cable, so the rigidity is very weak. Therefore, even if it is used without dismantling, it is not a level to prevent torsion caused by eccentricity of load.

In addition, there are many problems due to the absence of cross beams when constructing other types of continuous composite bridges for installing the preflex composite type 11 for the constant moment sections on both sides of the steel reinforced concrete composite type 12 for the parent section. have. That is, as shown in FIG. 7A, first, the steel reinforced concrete composite mold 12 for the parent moment section is hypothesized on the pier, and then the hypothetical composite section for the constant moment section 11 is hypothesized in order to hypothesize all synthetic models sequentially. At this time, when the steel reinforced concrete composite type 12 for the relatively short parent section is hypothesized, at least two known points are required to be placed in place. However, as shown in FIG. Since it is more likely to lie at an angle on the upper part, the abdominal joint plate 21 to be connected to the preflex composite type 11 for the constant moment section may be opened as shown in FIG. 7C, so that the tightening of the high tension bolt 23 is difficult and appropriate. A situation that can not be tightened may occur, and when the steel reinforced concrete composite type 12 for a single parent moment section installed in a piers hypothesizes a preflex composite type 11 for a constant moment section When bumped up, there is a great deal of evangelism and stigma. In addition, since there are two joints per one point compared to the draft registration proposal, the composite type does not necessarily have to be horizontal on the plane for connection of the manufactured composite type. This is because it can be produced in a curved or curved form in the steel reinforced concrete composite 12 for the parent section. However, this method is also difficult to apply to curved bridges. For this reason, as shown in FIG. 8, since the straight line connecting the bridge center line of the bridge and the bridge center line on the pier is eccentric rather than the bridge line, it plays a role of providing a virtue to induce lateral buckling, which is fatal as an I-girder bridge. This is because it corresponds to a defect.

The present invention has been made to solve the above problems, to solve the problem of lack of communication surface due to the increase in the height of the point portion of the conventional continuous composite bridge by manufacturing the continuous composite bridge with the same longitudinal cross section along the span It is an object of the present invention to provide a suitable preplex continuous composite bridge and its construction method.

Another object of the present invention is to compensate for the lack of rigidity by increasing the cross-section of the steel and concrete, and to further reinforce the reinforcing bar in the increased concrete cross section than the existing cross section to minimize the increase in the amount of steel, but to effectively distribute the stress It is to provide a preflex continuous composite bridge and its construction method in preparation for construction errors and unexpected temporary loads with rebar.

Still another object of the present invention is to provide a preflex continuous composite bridge and its construction method by optimizing the cross-sectional performance to the weight of the steel by efficiently placing the steel according to the moment shape.

It is another object of the present invention to provide a preflex continuous composite bridge and a method of construction thereof in which a closed crossbeam is installed to weave a composite section for a parent section to prevent twisting or falling due to low stiffness of the joint during construction. .

Still another object of the present invention is to provide a preflex continuous composite bridge and a construction method for improving the economical efficiency and construction quality in consideration of the change in the angle (A) of the end of the steel joint in order to reduce the construction error for each construction step. It is.

The preflex continuous composite bridge of the present invention for achieving the above object is a composite type for the parent section section, both ends of which are hypothesized on the piers with a predetermined angle, and at least one end is hypothesized on the alternation with a predetermined angle. And a constant moment section compound type in which the end is connected to one end of the composite section for the parent moment section, and a closing crossbeam connecting and closing the parent part section compound type for interconnection, and the regular moment section above the shift. It is configured to include a cladding bracing for closing the composite type by interconnecting, the composite type for the parent section, the composite type for the constant moment section, the closing gyro and the filling type bracing is characterized in that it is completely covered by concrete.

In addition, the preflex continuous composite girder bridge of the present invention is provided with a horizontal beam connecting member for connecting the closed pedestrian beam, respectively on both sides of the composite section for the parent cement section, such a cross beam member is to produce a composite mold for the parent section section When connected in advance, the fastening hole for fastening the high-strength bolt for the convenience of the connection with the closing gabor is characterized in that the flange and the abdominal plate is formed.

In addition, the preflex continuous composite girder bridge of the present invention is characterized in that the steel cover plate is installed in the axial direction to satisfy the design maximum moment shape on top of the composite section for the parent moment section and the composite section for the constant moment section.

In addition, the preflex continuous composite girder bridge of the present invention comprises a composite for the constant-moment section and the casing concrete is cast on the lower edge of the steel in the state in which the pre-flection load is loaded on the steel. The parent mold section composite type comprises a casing concrete cast on the lower edge of the steel to generate a resistance moment for the parent section, and a resistance moment greater than the design maximum moment in the steel, wherein the casing concrete is the It is cast in the transverse direction with respect to the steel, characterized in that it is larger than the casing concrete that is cast on the lower edge of the composite type for the constant moment section. At this time, the reinforcing steel is further provided in the casing concrete poured on the lower edge of the steel section for the parent moment section, and the vertical connection reinforcement connected to the filling type bracing is further provided in the steel section for the constant moment section.

In addition, the preflex continuous composite girder bridge of the present invention is made of a composite crossbeam made of a closed crossbeam and concrete, a filling-type bracing concrete by covering the concrete as the closed crossbeam and the filling type bracing place the bottom plate and the abdominal concrete. It is characterized in that it is hypothesized at the center of the buoy or pier.

Meanwhile, the method of constructing a preflex continuous composite bridge according to the present invention includes the steps of manufacturing a composite die for a constant moment section and a composite die for a parent moment section in consideration of a construction error and an optimum cross section, and using the closed crossbeam for the parent section section. Closing the composite mold, hypothesizing the closed parent composite portion composite type and the constant moment composite type on the bridge, and connecting the composite composite portion for the constant moment using a filling bracing bridge The above-mentioned closing robo and filling-type bracing, including the closed-moment section composite type and the closed-moment section composite type, and the closed-momented section composite type and the closed-moment section composite type are completely made of concrete. It characterized in that it comprises a coating step.

In addition, the preflex continuous composite bridge construction method of the present invention in the step of manufacturing the composite section for the constant moment section, taking into account the change in the angle of the connection portion occurring at the connection point when connecting to the composite section for the parent moment section Producing a steel for the constant-moment section at least one end portion to maintain a predetermined angle, loading a pre-flection load on the steel for the constant-moment section, and cast casing concrete on the lower edge of the steel for the constant-moment section And curing and removing the preflection load.

In addition, the preflex continuous composite bridge construction method of the present invention in the step of manufacturing the composite section for the parent moment section, considering the change of the angle occurring at the connection point when connecting with the composite section for the constant moment section both ends It characterized in that it comprises a step of producing a steel for the section of the parent section to maintain a predetermined angle, and placing and curing casing concrete in the transverse direction with respect to the steel on the lower edge of the section for the parent section section. .

In addition, the preflex continuous composite bridge construction method of the present invention is characterized in that it further comprises the step of connecting the cross-beam joint member for connection with the closed giraffe when manufacturing the steel section for the parent section.

In addition, the preflex continuous composite girder bridge construction method of the present invention is the casing concrete to be poured in the lower edge of the steel section for the parent moment section is reinforced reinforcement therein, larger than the casing concrete that is poured in the lower edge of the steel section for the constant moment section It is characterized by forming.

[Example]

Hereinafter, the preplex continuous composite bridge and the construction method of the present invention will be described with reference to the accompanying drawings.

First, the preflex continuous composite girder bridge of the present invention is a composite section for the parent section section in the transverse direction without increasing the mold height in order to produce the same cross section in the longitudinal direction so as to secure a sufficient communication surface without raising the end in the long span continuous bridge Reinforced by increasing the cross-section, and effectively aligning the steel dies to the moment shape to optimize the cross-sectional performance against the weight of the steel, and weaving the composite molds for the parent section to prevent twisting or falling due to the low rigidity of the joints. In order to reduce the construction errors for each construction stage, the main assembly is made of the closed pedestrian beam, taking into account the change of the angle (A) of the end of the steel joint.

As such, the present invention is intended to secure the maximum geometry space of the preflex continuous composite bridges crossing rivers, and is used due to the problems occurring in the conventional construction methods by solving the problems that may occur during construction and the optimum cross-sectional configuration. It is possible to plan and construct longitudinal longitudinal cross-section bridges in continuous long span bridges, which prevents the loss of bridges by ensuring maximum access surface in the climate environment of Korea where precipitation is concentrated in summer.

FIG. 9 is a view schematically showing only main components of a preplex continuous composite bridge according to an exemplary embodiment of the present invention, and FIG. 10 is a plan view showing an enlarged portion “A” of FIG. 9.

As shown in the figure, the preflex continuous composite bridge according to an embodiment of the present invention is hypothesized at a predetermined interval on the pier, a composite for a plurality of parent section section without a change in the mold height considering the construction error and the optimum section The mold 100 and the alternating structure, which are connected to both sides of the parent-moment section, respectively, and are connected to both sides, the construction-mould section 200 for the constant-moment section considering the construction error and the optimum cross section, and the adjacent parent moment. Closing crossbeam 110 for connecting and closing the composite section 100 for section and the composite section for the constant moment section 200 above the alternating, the composite section for the parent section section 100 and the constant moment section Synthetic type 200 is configured to include a filling-type bracing 130 for closing to form a lattice structure over the entire bridge, the composite type for the closed parent section (100), the composite type for the constant moment section 200 , Closed crossbeam (110) Type bracing 130 is characterized in that it is completely covered by concrete.

Here, the positive moment section composite type 200, one end is hypothesized on the alternating side and the other end is connected to one end of the parent mold section composite type 100, the constant moment section composite type 200 When the interconnection with the composite section for the parent section section 100, the connection part is essentially caused a change in the angle is generated because the construction error occurs, the positive moment for accurate connection with the composite section for the parent section section 100 A predetermined angle is formed in advance at the end of the section compounding die 200, and a steel cover plate is provided in the axial direction in accordance with the design maximum moment shape.

In addition, the construction for the parent section section 100, construction in consideration of the change in the angle of the connection portion caused inevitably when manufacturing the preflex composite type for accurate connection with the composite section for the constant moment section during construction In order to prevent an error from occurring, predetermined angles are formed at both ends in advance, and steel cover plates are provided in the axial direction so as to satisfy the design maximum moment shape without changing the mold height.

The composite moment 200 for the constant moment section, after placing the casing concrete at the lower edge in the state of loading the pre-flexion load (P) to the steel for the constant moment section, curing and then removing the pre-flexion load (P) The composite mold 100 for the parent section section is reinforced by reinforcing bars or steel materials for the parent section section, and then cast casing concrete on the lower edge thereof, followed by curing. At this time, as shown in Figure 10, when manufacturing the steel section (100a) for the parent section, the horizontal beam connecting member (100c) is installed by welding, etc., the horizontal beam connecting member (100c) is later connected to the closed crossbeam (110). It is used as a device for The cross beam connecting member 100c is an I-shaped cross section, in advance, in consideration of a square (SKEW) in the abdominal cross section inside the joint at the end of the rigid section 100a for the parent section to connect the closed crossbeam (110). And holes for installing the high tension bolts 113 for the convenience of connection are formed in the flange and the abdominal plate.

The closed crossbeam 110 is connected to the horizontal beam joint member 100c attached to the parent section section steel (100a), the closed cross section (110) is connected to the adjacent parent line section section (100a) by closing By doing so, the composite molds 100 for the parent section section constructed on the pier form a closed grid structure.

In addition, the filling type bracing 130, as shown in FIG. The mold 200 allows for complete closure of the bridge.

When the closed giraffe 110 and the filling type bracing 130 are completely covered with concrete, when the bottom plate and the abdominal concrete are poured, the closed type robo 110 and the concrete, the filling type bracing 130 and the synthetic type consisting of concrete The cross beam 140 is formed. The composite crossbeam may be installed in the middle span portion (B) and the central point portion (C) to reduce the number of concrete crossbeams.

FIG. 11 illustrates a design maximum moment line and a resistance moment line according to the use load of a conventional general plate-shaped bridge, and the cross-section is stepwise in accordance with the design maximum moment line 50a (50b) according to the use load for optimum cross-sectional configuration. It can be seen that the resistance moment line 50c is drawn by increasing or decreasing. Here, the purpose of achieving the optimal cross-sectional configuration is directly related to the reduction of the material cost among the construction cost, and to derive the maximum cross-sectional performance with the minimum material cost. However, as shown in FIG. 12, the conventional preflex composite bridge is based on the design maximum moment line 50a and the preflection load P due to the working load in the positive moment section (+). It maintains a simple straight line shape larger than the moment line 50d, which indicates that the cross section of the positive moment section (+) does not change along the direction of the axial axis, and thus the optimum cross-sectional structure cannot be maintained. In other words, referring to FIG. 13 showing a cross section taken along the line II ′ of FIG. 12 and a cross section taken along the line II-II ′ of FIG. The steel cover plate 60a is fillet welded to the upper and lower edges of the steel die 200a for production, and the same cover plate is used over the entire span. Thus produced cross section is the same cross-section regardless of the design moment changes, so the amount of steel is required, the load is generated as much as the required amount of steel material to increase the burden on the composite mold 100 for the parent section. In addition, the mold height for the parent section section 100, the mold height is increased, thereby increasing the abdominal cross-section of the steel mold (100a) for manufacturing the parent section section composite type (100). This trapezoidal shape, not a rectangular cross section, is difficult to manufacture, and the loss of steel becomes larger when manufacturing. Therefore, the existing preflex composite type is inferior in economics and workability due to difficulties in manufacturing and steel loss. For reference, reference numeral 60b of FIG. 13 indicates casing concrete.

Therefore, according to the preflex continuous composite bridge according to the embodiment of the present invention as compared to the prior art of Figures 11 to 12, as shown in Figure 14, the design maximum moment and the pre-flection load (P) by the working load By maximizing the cross-section performance to the weight of the steel by fully considering the moment change caused by the cross section, the load is reduced by the amount of the reduced steel, which acts on the lower casing concrete of the composite type for the parent section. Reduce the pressure on the compressive force. In addition, instead of fabricating the parent die section composite die 100 with the same section in the longitudinal direction in the longitudinal direction composite die 200, in order to satisfy the design maximum sub-moment due to the use load IV-IV of FIG. '' It can be configured as type A or type B of cross section. That is, the type A is the first steel cover plate 115b to be installed on the upper and lower edges of the parent section section 100a, the first steel installed on the top and bottom edges of the steel section 100a for the constant-moment section shown in section II-II ' One having a larger cross-sectional area than the cover plate 115a is used. Moreover, it is comprised so that it may resist a design maximum part moment using the 2nd steel cover plate 115d on the installed cover plate 115b.

On the other hand, in Figure 15, Type B according to the IV-IV 'cross-section of the first moment steel cover plate (115b) to be installed in the upper and lower edges of the steel section 100a for the parent section section, the steel section for the constant moment section shown in section II-II' Casing concrete that has a wider cross-sectional area than the first steel cover plate 115a installed at the upper and lower edges of the 200a, and further has a second steel cover plate 115d and a wider width on the cover plate 115b installed at the upper edge, The reinforcing bar 115c is used within 100b) as much as the cross-sectional performance of the second steel cover plate 115d installed in the type A to secure the maximum cross-sectional performance by the optimum cross section. Therefore, there is an effect of reducing the use of expensive steel sheet compared to Type A, increase the usability by evenly reinforcing reinforcing bar (115c) in the lower casing concrete (100b) evenly distributed at regular intervals, and the first in the lower edge of the steel (100a) Since only the second steel cover plate 115b is used, the process of fillet welding the first steel cover plate and the second steel cover plate is omitted since the second steel cover plate is not used.

For reference, FIG. 16 is a plan view of a preflex continuous composite bridge according to an embodiment of the present invention arranged in a curved bridge. Compared with FIG. 9, the filling type bracing 130 and the closed crossbeam 110 are concrete. Composed with a composite crossbeam 140, and shows an example of configuring a general concrete crossbeam 150 in the pier central point and the middle span portion. In addition, FIG. 17 illustrates a preflex continuous composite bridge installed at a curved bridge having a high planar curve (R) and a square (SKEW) or a high-rise curved bridge. The structure of FIG. 17 is characterized by its geometric and material characteristics. Due to the lack of cross-sectional performance or to reduce the required number of cross beams, the middle span portion (B) is installed as a composite crossbeam (140), which is a composite type of bracing 130 and concrete, and the central point portion (C) of the piers. It shows an example installed as a composite crossbeam 140 that synthesizes the closed crossbeam 110 and concrete.

Hereinafter, a construction method of a preflex continuous composite bridge according to an embodiment of the present invention will be described with reference to the accompanying drawings.

First, the preflex continuous composite girder bridge according to an embodiment of the present invention is a constant moment section preflex due to the change of the angle (A) at the end of the joint portion which occurs essentially during the manufacturing process of the preflex composite bridge for the constant moment section When connecting the composite type and the steel reinforced concrete composite type for the parent section section, when the composite type on the side of the alternating side is lifted up and the composite type is placed on the alternating side, the lowering effect of the end point leads to the most disadvantages for all the members. In addition, since the additional compressive force is introduced into the lower casing concrete of the steel reinforced concrete composite type for the parent cement section which is always subjected to the compressive force, it is proposed to prevent such damage.

This will be described in more detail with reference to FIGS. 18A to 18E.

As shown in Fig. 18A, in consideration of the change in the angle (A) of the end of the joint portion of the composite section for the constant moment section, both ends (100b) of the parent section section steel (100a) to maintain a predetermined angle do. This is to remove the floating phenomenon of the end side of the shift during the later construction. At this time, when manufacturing the parent section section steel (100a) is attached to the cross-beam coupling member (100c) by welding, etc., the cross-beam coupling member (100c) is used as a device for connecting the later closed crossbeam. For reference, FIG. 18A illustrates a case in which both ends of the parent section section steel 100a are maintained to have a predetermined angle in consideration of a change in the angle that may occur at the end portion of the joint section 200 of the constant moment section. Alternatively, as shown in FIG. 18B, in consideration of the change in the angle that may occur in the joint portion 200c of the composite moment 200 for the constant moment section, the joint portion 200c of the steel die 200a for the constant moment section is considered. It is also possible to manufacture so that a predetermined angle is maintained.

After using the method of any one of the above two methods to produce the parent section section steel (100a) and the constant moment section steel (200a), as shown in Figure 18c, the constant moment section steel (200a) And load the casing concrete (200b) to the lower edge of the steel die (200a) for the constant moment section, as shown in Figure 18d, and cured as shown in Figure 18e. Likewise, by removing the load introduced into the steel section 200a for the constant moment section to produce a composite mold for the constant moment section 200. The parent section section steel (100a) also reinforces the cross section with reinforcing bars (not shown), and then cast and cured the casing concrete (100b) increased laterally in the lower edge, as shown in Figure 18d As shown in 18e, the composite die 100 for the parent section is manufactured. The reason for producing the composite die 100 for the parent section and the composite die 200 for the constant moment in this manner is, as mentioned earlier, the joint end 200c of the composite die 200 for the constant moment section. In consideration of the change in the angle (A) occurring at the upper end, both ends 100b of the parent section section 100a or the joint ends 200c of the section section 200a of the section section 200a are set at a predetermined angle (90 °). This is to remove the floating phenomenon on the side of the alternating edge when constructing the preflex continuous composite girder bridge later. Here, the change A of the angle of the joint end can be calculated from the correlation between the bending stiffness and the curvature.

As described above, after the production of the parent mold section composite mold 100 and the positive moment section composite mold 200 is completed, as shown in FIG. 19, the parent mold section composite mold 100 is alternately 102. And hypothesis over the vent 104. At this time, in constructing the composite section 100 for the parent section, a method of constructing the composite section 100 for the parent section section individually using a crane, and the composite mold 100 for the parent section section closed Use the method of hypothesis after closing from the ground using. The latter method can use the crane more efficiently than the former method of separately constructing the parental section composite type 100 which is only about half the weight of the constant moment section composite type 200. Minimizing the number of repetitions has the advantage of shortening the construction time when constructing multi-span bridges. In addition, since the former method provides a construction error, a cause of conduction, and a fallout due to the hypothesis of the hypothesis relative to the latter method, an exemplary embodiment of the present invention will be described using the latter method as an example. .

20A to 20B illustrate a method of hypothesizing the synthesizing type 100 for a parent section section on the ground using a closed caustic and then shifting and installing the same on the gable. First, as shown in FIG. 20A, the composite mold 100 for the parent section section is closed on the ground using a cross-beam connecting member (not shown), and then closed using a crane. After hypothesis on the vent, as shown in FIG. 20B, the composite mold 100 for the parent section, which is hypothesized in a closed state, is similarly connected to each other by the closing gyro 110, and the composite mold 100 for the parent section as a whole. ) To form a completely closed structure. Here, the connection of the closed crossbeam 110 to the parent section section 100 is as shown in Figure 21a to 21b. In other words, Figure 21a is arranged on the ground at the same position and spacing as the position when the composite mold 100 for the parent section section is alternately hypothesized. Thereafter, as shown in FIG. 21B in which the portion “A” of FIG. 20A is enlarged, the closing crossbeam 110 is connected to the crossbeam fitting member 100c by using a high tension bolt 113 or welding.

For reference, in FIGS. 21A to 21B, reference numeral “115b” indicates a steel cover plate that is first installed on an upper portion of the steel section 100a for the parent section, and “115d” is installed on the first steel cover plate that is installed. Instruct the second steel cover to be used.

On the other hand, Figure 21a to 21b is a case where the center line of the bridge is a straight line, Figure 22a to 22b is a method for connecting the closed Gabor 110 to the composite section 100 for the parent section in the bridge with a square (SKEW) 22c shows a state in which the closed crossbeam 110 is connected to the composite section 100 for the parent section in a bridge having a severe plane curve R or a square SKEW.

Here, as shown in FIGS. 22A to 22B, in the case of a bridge in which the square SKEW exists, the horizontal coupling member 100c is inclined as much as the square SKEW is generated, and the horizontal coupling member 100c designed as such is inclined. ) Shows that the closing crossbeam 110 is connected by a high tension bolt 113 or welding.

Meanwhile, as shown in FIG. 22C, in the case of a bridge in which the plane curve R and the square SKEW exist at the same time, the closed crossbeam 110 is formed at the portion “B” in which the rigid section section 100a is bent. ). Such a structure is a form in which a special function is added, and it can be seen that the steel mold section 100a for the parent section is bent at the starting point of the upper first steel cover plate 115b. The reason for bending the rigidity section 100a for the parent section is that the bridge has a two bent portions compared to the bridges arranged in a straight line over the entire span in the bridge where the plane curve R is severe, so that the cantilever bottom plate length can be effectively reduced. Because. Therefore, as shown in FIG. 22C, when the bridge center line is not a single line, the composite type 100 for the parent section may cause lateral buckling, and thus the role of the closed crossbeam 110 at this time is absolute compared to simple socializing. As a result, even if the parent mold section 100 is not only a bent structure, but also having a curved shape, when the closed crossbeam 110 is installed, the lateral buckling can be prevented.

Although the above-described method of connecting the composite type for the parent section and the closing robo has been described, the method of connecting the composite type for the parent section and the closing robo will be described in cross section.

23A to 23C are cross-sectional views for explaining the connection state between the parent mold section composite type and the closed Garobo, and as shown in FIG. 23A, two pairs of the parent mold section composite type 100 are alternated with each other. As shown in FIG. 23B, the closed mold gabor 110 is connected between the high tension bolts 113, welding, or the like for the parent cement section, as shown in FIG. 23B. Let (100) be in a closed state as a whole. For reference, FIG. 23C illustrates a state after the bottom plate 120, the abdominal concrete, and the cross beam concrete is poured in the state of FIG. 23B.

In this way, after hypothesizing the composite section 100 for the parent section section closed on the shift and the event, the composite section 100 for the parent section section and the composite section 200 for the constant moment section are connected to each other. The connection state is shown in FIG. Here, FIG. 24 illustrates a state in which the composite mold for the constant moment section 200 is hypothesized in a state in which the composite mold 100 for the parent moment section is completely closed using the closed crossbeam 110.

Hereinafter, a method of hypothesizing the compound type 200 for the constant moment section will be described with reference to FIGS. 25A to 25E.

First, as shown in FIG. 25A, the composite die 200 for the constant moment section is connected to the composite die 100 for the parent moment section having a lattice structure completely closed by the closed crossbeam 110. For reference, FIG. 25B illustrates a state in which the planar curve R and the square SKEW are connected to the composite die 200 for the constant moment section in the bridge in which the plane exists.

As shown in FIG. 25C by connecting the respective composite moments 200 for the constant moment sections as described above, once the connection of all the composite moments 200 for the constant moment sections is completed, this time, the filling type bracing ( 130) and finally, as shown in FIG. 25D, hypothesized in the form of a completely closed grid over the entire span of the bridge. For reference, FIG. 25D illustrates a state before the bottom plate and the abdominal concrete are placed, and when the square SKEW is severe or the stiffness of the cross beam is insufficient, as shown in FIG. 25E to increase the stability of the bridge, the span The filling bracing 130 may be additionally installed in the center.

On the other hand, when the bottom plate and the abdominal concrete is placed on a completely closed grid structure as shown in FIG. 25D, as shown in FIG. 26, it is safe even during construction or completion, and is composed of an optimal cross section, which is very efficient in terms of cross-sectional performance and cost. A preplex continuous composite bridge without any change in height is completed.

27 shows a case in which the preflex continuous composite bridges are arranged in a cross section according to an embodiment of the present invention, and the preplex continuous composite bridges completed in the above-described manner are the filling type bracing 130 installed at the ends of the shift; Closed crossbeam 110 for closing the parent section section 100 is a composite crossbeam (140) to be combined with the concrete to exhibit a more effective cross-sectional performance, and the center of the bridge and the pier center point general concrete It is composed of a cross beam 150 and performs the role of burdening the adjacent composite type the load burden of the composite mold for the constant moment section 200 and the composite mold 100 for the parent moment section by the fixed load and the live load after the synthesis.

On the other hand, when the pre-flex continuous composite bridge according to the present invention is arranged as a curved bridge in a bridge with a high plane curve (R) or a square (SKEW) or a low bridge height, as shown in FIG. Due to the characteristics and material properties, the middle section (B) is installed as a composite crossbeam (140), which is a composite of the filling type bracing 130 and concrete, for the purpose of reducing the number of cross sections or the required number of crossbeams. Part (C) is installed as a composite crossbeam 140 that synthesizes the closed crossbeam 110 and concrete. As shown in Fig. 28, the preplex continuous composite bridges described above are applicable to multi-span or more rather than two-spans.

Although preferred embodiments of the present invention have been described above, it is clear that the present invention can use various changes, modifications, and equivalents, and that the above embodiments can be appropriately modified and applied in the same manner. Accordingly, the above description does not limit the scope of the invention as defined by the limitations of the following claims.

As described above, the preflex continuous composite bridge of the present invention and its construction method have the following effects.

First, it is possible to solve the lack of communication surface due to the increase in the point height of the conventional continuous composite bridge by manufacturing the continuous composite bridge with the same longitudinal cross section along the span.

Second, supplement the lack of stiffness by increasing the cross section of steel and concrete, and instead of increasing concrete, reinforcing bars are added more than the existing sections to minimize the increase of steel volume, but construct them as efficient reinforcing bars for stress distribution. It can prepare for errors or unexpected hypothesis loads.

Third, it is possible to optimize the cross-sectional performance to the weight of the steel by efficiently placing the steel in accordance with the moment shape.

Fourth, it is possible to prevent the twist or fall due to the low stiffness of the joint at the time of installation by installing a closing gabbo that closes the composite type for the parent section section.

Fifth, when manufacturing the steel for the constant / secondary moment section, it is possible to reduce the construction error for each construction step by manufacturing to maintain a predetermined angle at the end of the joint in advance.

Claims (15)

In the preflex continuous composite bridge consisting of connecting two or more composite types to correspond to the multi-span in the bridge construction between Jangji, A compound type for a parent section section at both ends having a predetermined angle and hypothesized on a pier; At least one end portion is hypothesized over the alternation with a predetermined angle, the end portion of the composite section for the constant moment section connected to one end of the composite section for the parent moment section; A close-up karo for closing the parent-moment section by combining the composite type; And a filling type bracing for closing and coupling the composite type for the constant moment section on the shift. The composite section for the parent moment section, the composite section for the constant moment section, closed giraffe and filling type bracing is a preflex continuous composite bridge, characterized in that completely covered by concrete. The preflex continuous composite bridge according to claim 1, wherein a steel cover plate is installed in the axial direction so as to satisfy a design maximum moment shape at an upper portion of the composite die for the parent section and the composite die for the constant moment section. According to claim 1 or 2, wherein the composite section for the parent section, Preplex continuous composite bridges, characterized in that each side is provided with a cross beam connecting member for connecting the closed crossbeam. According to claim 3, The cross beam member, A preflex continuous composite bridge, which is connected in advance when the composite mold for the parent section is manufactured, and fastening holes for fastening the high tension bolts are formed in the flange and the abdominal plate for the convenience of connection with the closed Gabor. According to claim 1 or 2, wherein the composite for the constant moment section, Steel section for the constant moment section, A preflex continuous composite bridge, characterized in that it comprises a casing concrete which is poured on the lower edge of the steel in the state in which the preflection load is loaded on the steel. According to claim 4, The composite section for the parent section, Steel section for parent section section, The casing concrete is cast on the lower edge of the steel to generate a resistance moment greater than the design maximum moment in the steel, wherein the casing concrete is cast in the transverse direction with respect to the steel, and the lower edge of the composite type for the constant moment section A preflex continuous composite bridge characterized in that it is larger than the casing concrete being poured into. The preflex continuous composite bridge according to claim 6, wherein reinforcing bars are further provided in casing concrete poured on the lower edge of the steel section for the parent section. 6. The preflex continuous composite bridge of claim 5, wherein the steel for the constant moment section is further provided with a vertical connecting reinforcement connected to the filling bracing. The method of claim 1, wherein the closed girder and the filling type bracing is concrete-covered by placing the bottom plate and the abdominal concrete to form a composite crossbeam consisting of the closed girdle, concrete, and filling type bracing concrete to form an intermediate span or pier Preflex continuous composite bridge characterized in that the hypothesis at the central point. In the pre-flex continuous composite bridge formed by connecting two or more regular moment section composite type and parent moment section composite type to correspond to multi-span in long bridge construction, It consists of a casing concrete poured in a state in which the pre-moment load is loaded on the steel for the constant moment section, and the steel for the constant moment section is installed on the alternation, and at least one end thereof is connected to the composite mold for the parent section. A composite type for a plurality of constant moment sections having a predetermined angle in advance in consideration of the change in the angle occurring at the connection point; It consists of a casing concrete with a reinforcing steel reinforcement reinforcement reinforced inside the steel for the section of the parent section, and the casing concrete placed on the lower edge of the steel section for the constant moment section at the lower edge of the steel section for the parent section section, It is hypothesized, and both ends are composed of a plurality of parent-moment section composite type having a predetermined angle in consideration of the change of the angle occurring at the connection point when connecting with the composite section for the constant moment section; A closed pedestrian beam which connects the composites for the parental section and closes the composites for the parental section to form a lattice shape; And a charging-type bracing for interconnecting the composite section for the constant moment section above the shift to completely close the composite section for the parent section and the composite section for the constant moment section over the entire bridge. The composite section for the parent moment section, the composite section for the constant moment section, closed giraffe and filling type bracing is a preflex continuous composite bridge, characterized in that completely covered by concrete. In the construction method of preflex continuous composite bridges consisting of connecting two or more composite types to correspond to the multi-span in the bridge construction between Jangji, Manufacturing a composite mold for the constant moment section and a composite mold for the parent moment section in consideration of construction errors and an optimum section; Closing the synthetic mold for the parental section using a closed vortex; Hypothesizing the closed parent moment section composite type and the regular moment section composite type on a bridge; Connecting the composite moiety for the constant moment section using a cladding bracing to close the composite moiety for the parent moment section and the composite moiety for the constant moment section over the entire bridge; And A method for constructing a pre-flex continuous composite bridge comprising: completely covering the closed cross hair and the filling-type bracing, including the closed-type constant moment composite type and the closed-type composite type. The method of claim 11, wherein the manufacturing of the composite die for the constant moment section comprises: Manufacturing a steel for the constant moment section in which at least one end portion maintains a predetermined angle in consideration of a change in the angle of the connection portion occurring at the connection point when connecting with the composite section for the parent moment section; Loading a preflection load on the steel for the constant moment section; Placing and curing casing concrete on the lower edge of the steel for the constant moment section; The preflex continuous composite bridge construction method comprising the step of removing the preflection load. The method of claim 11, wherein the manufacturing of the composite form for the parent section section comprises: A step of manufacturing a steel section for a parent section section in which both end portions maintain a predetermined angle in consideration of a change in an angle occurring at a connection point when connecting the composite section for a constant moment section; Precast continuous composite bridge construction method comprising the step of pouring and curing the casing concrete in the transverse direction with respect to the steel in the lower edge of the steel section for the parent section. 15. The method of claim 13, further comprising connecting a crossbeam connecting member for connection with a closed crossbeam when manufacturing the steel for the parent section. 15. The method of claim 13, wherein the casing concrete is reinforced with reinforcing steel reinforcement therein, and is formed larger than casing concrete that is placed on the lower edge of the steel for the constant moment section.

Images