KR100555433B1 - Structure of Integral Abutment with Concrete Filled Composite Pile for Jointless Bridge and Its Construction Method - Google Patents

Abstract

The present invention is a pile that is integrally connected to the alternation, so that it can accommodate the expansion and contraction according to the temperature change of the bridge mold while having sufficient upper bearing capacity and horizontal bending strength while using a concrete-filled composite pile having flexibility and high strength characteristics at the same time In addition, the present invention relates to a new jointless integral structure and its construction method which can prevent cavitation in the filling material at the rear of the shift due to the expansion and contraction of the bridge mold and thus damage to the pavement of the road part.

In the present invention, without a joint between the mold (3) and the alternating (2) of the bridge, without a joint joint formed by integrally constructing the mold (3), the alternating (2) and the pile (1) below As an alternating structure of an alternating bridge, a hollow composite tube 20 made of a fiber-reinforced composite material made of a reinforced fiber and a resin is filled in the lower portion of the alternating bridge, and filled inside the hollow of the composite tube 20. Provided is an alternating structure of a jointless integral bridge type bridge and a construction method thereof, characterized in that the concrete-filled fiber-reinforced composite pile (1) composed of internally filled concrete (10) is integrally installed to support the shift (2). .

Unjointed bridge, integral shift, fiberglass, composite pile, concrete filling, active slab

Description

Structure of Integral Abutment with Concrete Filled Composite Pile for Jointless Bridge and Its Construction Method}

1 is a cross-sectional view of a jointless integral bridge having an integral shift structure using a composite pile according to an embodiment of the present invention.

Figure 2a is a cross-sectional view of the joint integral structure without joints in accordance with the present invention is a detailed cross-sectional view showing the mold and alternating connection structure of the concrete-filled fiber-reinforced composite pile and bridge according to the present invention.

Figure 2b is an enlarged cross-sectional view of the portion A of Figure 2a, a cross-sectional view showing the connection structure details of the concrete-filled fiber-reinforced composite pile and the shift according to the present invention.

Figure 3a is a detail longitudinal cross-sectional view of the EPS backfill integral of one joint in one embodiment according to the present invention.

FIG. 3B is a cross-sectional view taken along line A-A of FIG. 3A, with a detailed cross sectional view of the EPS backfill of the jointless integral shift. FIG.

Figure 4a is a detailed longitudinal cross-sectional view of the gravel backfill without compaction of the joint in one embodiment according to the present invention.

FIG. 4B is a cross-sectional view taken along line B-B of FIG. 4A, detailing the unfilled gravel backfill detail cross-sectional view.

FIG. 5A is an enlarged cross-sectional view of the portion B of FIG. 3A, and is a detailed view of the active slab connecting the connecting slab and the road part.

FIG. 5B is an enlarged cross-sectional view of the portion C of FIG. 5A, in which the road part is connected to the active slab and the connecting slab in the case of concrete pavement; FIG.

FIG. 5C is an enlarged sectional view taken along the line d of FIG. 5B and is a detailed view of the connection of the active slab and the connecting slab.

FIG. 5D is an enlarged cross-sectional view of portion C of FIG. 5A, and the detailed view of the connection of the active slab and the connecting slab in the case of the asphalt pavement.

Figure 6a is a perspective view showing the configuration of the concrete-filled fiber-reinforced composite pile according to the present invention.

Figure 6b is a cross-sectional view of the concrete-filled fiber-reinforced composite pile according to the present invention.

Figure 6c is an enlarged cross-sectional view of the portion E of Figure 6b, a partial cross-sectional view showing the laminated structure of the fibers constituting the composite tube of the concrete-filled fiber-reinforced composite pile according to the present invention.

Figure 7a is a perspective view of a composite tube having a spiral inner uneven portion as an embodiment of the concrete-filled fiber-reinforced composite pile according to the present invention.

FIG. 7B is a longitudinal cross-sectional view of the composite tube having the spiral inner unevenness of FIG. 7A. FIG.                 

8 is a perspective view of a composite pile having a spiral outer concave-convex portion on the outside of the pile in order to improve the ground friction in one embodiment of the concrete-filled fiber-reinforced composite pile according to the present invention.

9 is a cross-sectional view showing the structure of the tip shoe device of the concrete-filled fiber-reinforced composite pile according to the present invention.

<Brief description of the main parts of the drawing>

1 stake 2 shift

3 bridge mold 4 bridge bottom plate

5 Connection Slab 20 EPS Block

21 Road part 30 Undiluted gravel

31 Mesh member 40 Activity slab

The present invention relates to a joint-free integral shift structure using a concrete-filled fiber-reinforced composite pile and its construction method, specifically, in a shift structure installed in a joint-free integral bridge type, composite material filled with concrete The pile, the shift, and the bridge's molds are integrally manufactured, and the backfill of the shift is made of non-compact gravel filled with EPS blocks or mesh members, and the amount of expansion and contraction between the connecting slab and the road section at the rear of the shift. The present invention relates to an alternating structure and a construction method for absorbing expansion and contraction of bridge molds by installing an active slab having an absorption function.

Currently, the most problematic part in terms of maintenance of small and medium bridges is the expansion joint. Expansion joints for absorbing the expansion and contraction of bridges by temperature are mainly installed in bridges with long lengths. Currently, in Korea, even if the length of bridges is short, except for some concrete ramen bridges, the bridge length, structure type and use of bridges Almost all bridges are installed with expansion joints regardless of materials.

These expansion joints require constant maintenance and are therefore expensive. For this reason, in reality, the maintenance of expansion joints is rarely performed in small bridges except for some major bridges. If the expansion joint is damaged and there is a gap, rainwater, calcium chloride for snow removal, etc. flows between the gaps, causing corrosion to the upper girder and the bridge system of the bridge.

If corrosion occurs in the bridge device, the operation of the bridge device is not made smoothly, even if the expansion of the bridge superstructure due to the temperature is not properly accommodated it will eventually cause the breakage of the shift. In addition, damage to the expansion joint will eventually damage the upper slab, asphalt, etc. around the expansion joint to accelerate the aging of the bridge, such that the damage range is widened. The aging of such bridges not only poses a significant hazard to the structural safety of the structure, but also increases the risk of causing traffic accidents. As a result, overall bridge life is shortened, and the repair and replacement costs of bridges are increasing every year.                         

In order to improve the problems of the expansion joint, overseas jointless bridges have been proposed, in which bridges with short lengths do not use expansion joints at all, and the superstructure (girder) of the bridge is integrated with one another. . Since the non-joint integral shift bridge is not provided with a expansion joint, it is excellent in economy because it does not incur costs such as installation cost and maintenance cost of the expansion joint as compared with the conventional bridge.

Patent application No. 1998-61198 discloses an integrated shift bridge. In the above-described conventional technique, instead of removing the expansion joint at the upper end of the bridge, an H-shaped pile is installed at the lower part of the shift in the weak or axial direction, An integral alternating bridge is constituted by the H-type pile to absorb the axial stretch of the bridge due to the temperature change of the superstructure.

The bending stress acts on the H-type pile by the expansion and contraction of the bridge, that is, the temperature change of the bridge mold. When the H-type pile is disposed in the weak axis direction as in the prior art, the pile is flexibly responded to the extension of the bridge. Although it may be deformed, there is a structural problem that the deformation is excessive to generate a stress that exceeds the ultimate bending strength of the pile to cause permanent deformation or pile bending failure of the pile. On the other hand, when the H-shaped pile is arranged in the axial direction, the flexural strength is increased as compared with the case of the weak shaft arrangement, but there is a problem in that the flexibility is insufficient and the displacement caused by the stretching of the bridge mold cannot be absorbed. In other words, even if the bridge is stretched, the pile is not absorbed by the pile, so the stress caused by the expansion and contraction acts on the mold, causing damage such as cracks in the mold.

On the other hand, in the conventional non-joint one-piece bridge, the general soil is filled in the rear fill of the shift. If the expansion occurs due to the temperature change of the bridge, it affects the soil of the back fill and thus forms a pupil in the sand of the back fill. Will cause deformation. When the backfill soil is deformed and the pupils occur, the pavement of the upper portion of the soil is depressed.

The present invention was developed to solve the problems of the conventional structure of the jointless integral bridge type bridge as described above, by using a concrete-filled composite pile having a flexible and high-strength characteristics at the same time as a pile connected integrally with the shift A new type that has upper bearing capacity and horizontal flexural strength to accommodate the expansion and contraction due to the temperature change of the bridge mold, and the expansion of the bridge mold prevents cavitation in the filling material at the rear of the shift and consequently damage of the pavement. Its purpose is to provide a joint-free integrated shift structure and its construction method.

In order to achieve the above object, in the present invention, as an alternating structure of a joint-integrated alternating bridge formed by integrally manufacturing the mold and the shift, and the pile of the lower portion, without installing the expansion joint between the mold and the shift of the bridge, The bottom of the shift is a concrete composite fiber having both flexibility and high strength characteristics, consisting of a hollow composite tube made of a fiber-reinforced composite material made of a reinforcing fiber and a resin, and an internal filling concrete filled in the hollow inside of the composite material tube. Provided is an alternating structure of a jointless integral shift bridge and a construction method thereof, wherein the reinforced composite pile is integrally installed to support the shift.

In addition, in the present invention, as a specific embodiment of the above-described shift structure, a fixing band is provided on the upper outer surface of the concrete-filled fiber-reinforced composite pile, and a connection pile of a predetermined length is installed on the upper head of the pile. And the reinforcing bars are installed in the connecting pile, and the connecting pile and the reinforcing bars are embedded in the concrete forming the lower parts of the alternating joints, wherein the pile is integrally coupled with the alternating parts at the lower parts of the alternating parts. Alternating bridges are provided.

In another aspect of the present invention, there is provided an alternating structure of a jointless alternating bridge, characterized in that the rear of the shift is filled with an EPS block as a backfill material.

In the above embodiment, the EPS blocks are preferably stacked and installed in a state of being fitted to the anti-sedimentation base 23 for preventing subsidence.

In addition, in the present invention, as another embodiment of the shift structure, the alternating structure of the jointless integral bridge type bridge is characterized in that the rear of the shift is filled with the unfilled gravel material contained in the net member for the flow restraint as a backfill material. do.                     

Further, in the present invention, as another embodiment of the shift structure, the connecting slab is integrally formed on the rear upper surface of the shift; A road part is installed following the connecting slab, and an active slab is provided below the connection part of the connecting slab and the road part; Protrusions are formed in the central portion of the active slab so that the ends of the connecting slab and the end of the road portion face each other on both sides of the protruding portion so that the temperature of the mold by the end of the connecting slab and the end of the road portion acting on the active slab, respectively. An alternating structure of a jointless integral bridge is provided, which absorbs the amount of stretching caused by the change.

In addition, in the present invention, as a construction method of the alternating structure of an integral joint shift type bridge formed by integrally constructing the mold, the shift, and the lower pile without installing expansion joints between the mold and the shift of the bridge, In the lower underground, the hollow composite tube made of fiber-reinforced composite material made of reinforcing fibers and resin, and the concrete-filled fiber-reinforced composite pile consisting of the interior filled concrete filled in the hollow inside of the composite tube, The construction method of the joint structure of the jointless integral bridge type bridges, characterized in that the upper end of the concrete-filled fiber-reinforced composite pile is buried in the lower portion of the shift so that the concrete-filled fiber-reinforced composite pile is integrally supported with the shift. This is provided.

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

1 is a schematic cross-sectional view of a jointless integral bridge having a shift structure using a concrete-filled fiber-reinforced composite pile 1 according to the present invention. In the figure, the member number 1 is a concrete-filled fiber-reinforced composite pile (1), the member number 2 is an alternating (2). The member number 3 is a mold 3 consisting of girder to form an upper structure of the bridge, and the member number 4 is a bridge bottom plate 4 installed on the mold 3. The member number 5 is a connecting slab 5 which is formed integrally with the alternation 2.

In the conventional bridges, both ends of the mold 3 are simply placed on the alternation 2, but in the integrated shift structure according to the present invention, as shown in the figure, the mold 3 and the alternation 2, And the pile 1 consists of one. At the lower end of the shift 2, a concrete-filled composite pile 1 having high flexibility and high strength and high durability is installed in a direction perpendicular to the axial direction of the bridge to function as a foundation pile for supporting the shift 2. The concrete-filled composite pile 1 is installed in a line in the transverse direction of the bridge. The concrete configuration of the concrete-filled composite pile 1 will be described later.

Next, an embodiment of the specific coupling structure of the shift 2 and the pile 1 in the present invention will be described with reference to FIGS. 2A and 2B. FIG. 2A is an enlarged view of the connecting portion of the shift and the pile in the jointless integral bridge shown in FIG. 1, and FIG. 2B is an enlarged view of the circle A portion of FIG. 2A.

As shown in the figure, the concrete-filled fiber-reinforced composite pile (1) and the mold (3) is combined with the shift (2) without expansion joints and behaves integrally. First, after arranging the head of the fiber-reinforced composite pile 1 installed in the ground, the upper end portion is provided with a connection pile 13 of a predetermined length. The connection pile 13 is installed at the upper end of the fiber-reinforced composite pile 1 by a fixing band 16 provided on the outer surface of the fiber-reinforced composite pile (1). Reinforcing bars 14 are installed in the connecting pile 13 at the upper end of the fiber-reinforced composite pile 1. The reinforcing reinforcing bar 14 and the connecting pile 13 has a function to enable the fiber-reinforced composite pile 1 to be integrated with the shift (2).

In this way, after preparing the upper end of the fiber-reinforced composite pile 1, the mold holder 17 on which the mold 3 is placed is installed. The mold holder 17 can be configured by I beams arranged in the cross direction of the bridge. The mold holder 17 does not merely have a function of supporting the mold 3, but integrally connects the alternating portion in which the mold 3 is embedded and the alternating portion in which the pile 1 is embedded as described below. Function

After installing the mold holder 17 as shown in Figure 2b, the pile reinforcement for the lower reinforcement reinforcement on the upper portion of the pile (1) after placing the concrete to form a pile cap. At this time, only about half of the mold holder 17 is embedded in the concrete pile cap, and the remaining cut is exposed on the pile cap. The pile cap corresponds to the lower part of the shift 2.

The end of the mold (3) is placed on the exposed mold holder (17), the reinforcing bars for alternating (2) reinforcement, and the end of the mold (3) and the mold holder (17) is embedded in the concrete Is poured to form the top of the shift (2). That is, the end of the mold (3) is embedded in the upper side of the shift (2), the upper portion of the pile (2) is buried in the lower portion of the shift (2), the lower and upper portions of the shift (2) It is to have a structure that is integrally connected by (17), the shift 2, the pile 2, and the mold (3) is integrally combined without any expansion joint.

3A shows an example of a longitudinal cross-sectional view of an example of filling an alternating rear 2 back with an Expanded Poly-Styrol (EPS) block (large foamed styrol block) 20 as one embodiment of a jointless alternating bridge according to the present invention. Is shown. Since the EPS block 20 has excellent independence, even if the stack is stacked up, a self-supporting surface is formed so that side pressure on the lower portion of the upper portion does not occur. Therefore, when the EPS block 20 is used as the backfill material of the shift as in the above-described embodiment, the transverse pressure on the shift can be significantly reduced, and the expansion and contraction generated in the shift 2 by the expansion and contraction of the mold due to the temperature change can be achieved. It can absorb smoothly, and the mold 3 and the shift 2 can be moved flexibly.

After digging the rear of the shift 2, a drainage hole 11 is formed in the lower part of the portion where the filler is to be installed, and the upper part thereof is covered with the drainage aggregate 12. After installing the drain hole 11 and the drainage aggregate 12 in this way, the EPS block 20 is sequentially stacked on the backfill.

FIG. 3B shows a cross sectional view along line A-A of FIG. 3A, as shown in the figure. In the case where the EPS block 20 is used as a filling material behind the shift 2, it is preferable to install the sinking prevention base 23 through the EPS block 20 in order to prevent the settlement of the EPS block 20. Settlement prevention base 23 is composed of a vertical plate in the center and a horizontal plate for each layer, so that the EPS block 20 is stacked so that each layer is supported by the horizontal plate is fitted to the vertical bar. In this way, the EPS block 20 is sandwiched by the sinking prevention base 23 and is stacked and supported by the horizontal plate, thereby preventing the settlement of the EPS block 20.

In the present invention, the backfill material in the rear of the shift (2) is not limited to the above-described EPS block 20, and can be used as a backfill material that is not compacted, but in the present invention, the backfill material is simply not compacted. Rather than using, put the gravel in the net member 31 is used as a backfill material. FIG. 4A is a view similar to FIG. 3A, which is a longitudinal sectional view in the case of using the gravel material 30 which is not compacted as a backfill material. As shown in the figure, the gravel material 30 which is not compacted is used as a backfill material at the rear of the shift 2, but the gravel material 30 is used in the mesh member 31. A general wire mesh may be used as the net member 31, but in order to prevent corrosion, it is preferable to use a wire mesh coated with PVC.

As such, using the gravel material 30 that is not compacted as a backfill material is used to put it in the net member 31, the flow of the gravel material 30 is limited. Therefore, even when the gravel material 30 flows, since it is not leaked by the mesh member, it is possible to smoothly absorb the expansion and contraction caused by the temperature change of the mold.

In the case of backfilling the rear of the shift (2) by using the general soil, as in the conventional one-shift bridge, when the expansion and contraction caused by the temperature change of the mold occurs, the shift (2) is displaced in the longitudinal direction of the bridge accordingly Pressurization or a gap is created between the soil and the shift. In this case, by the inflow of rainwater, the passing load of the vehicle, and the like, the earth and sand flow at the above intervals, thereby causing a cavity phenomenon in the lower portion of the connecting slab 5 and the lower portion of the road portion 21. However, in the present invention, since the flow of the gravel material 30 is contained in the mesh member 31 is limited, it is possible to prevent the cavity from occurring in the lower portion of the connection slab 5 or the road portion 21 as in the prior art. Can be.

Figure 4b is a cross-sectional view according to the line BB of Figure 3a, when using the gravel (30) not compacted as a backfill material, friction with the connecting slab 5, the road portion 21 and the lower ground In order to reduce the friction, it is preferable to install the anti-friction sheet 32 made of polyethylene or the like on the upper and lower portions of the gravel material 30. However, the anti-friction sheet 32 may be omitted.

On the other hand, in the present invention, also in the connection portion between the connecting slab 5 and the road portion 21 of the shift 2, it is provided with a structure that can absorb the expansion and contraction according to the temperature change of the bridge mold, specifically, Figure 5a The active slab 40 is provided at the lower portion of the connecting slab 5 and the road part 21 as shown in FIG. FIG. 5A is an enlarged view of the circle B portion of FIG. 3A and shows a configuration in which an active slab 40 is provided below the connection portion of the connecting slab 5 and the road part 21.

That is, an active slab 40 made of concrete is installed below the connection slab 5 and the road part 21. A protrusion 43 is formed at the center of the active slab 40 so that the protrusion 43 is formed. The upper side of the active slab 40 is provided so that the connecting slab 5 and the road portion 21 are actuated so that both ends of the connecting slab 5 and the end of the road portion 21 face each other.

In order to reduce friction when the connecting slab 5 and the road part 21 operate on the upper portion of the active slab 40, an anti-friction sheet 42 made of polyethylene or the like is installed on the upper surface of the active slab 40. It is desirable to. In addition, the lower surface of the active slab 40 is preferably provided with an anti-friction sheet 32 to reduce friction with the filler.

Stretching occurs in the mold 3 due to temperature change. In the present invention, since the mold 3 is integrally formed with the alternating portion 2, the amount of expansion and contraction of the mold 3 becomes an axial displacement of the alternating portion 2 Eventually, it becomes the displacement of the connecting slab 5 provided behind it. In the configuration having the active slab 40 as described above, since the connecting slab 5 can be active on the active slab with only a small friction, the connecting slab is formed by the expansion and contraction of the mold 3. Even if 5) is displaced, all of them are absorbed by the operation of the active slab 40.

In other words, in the present invention, by installing the active slab 40 between the connecting slab 5 and the road part 21 and allowing the connecting slab 5 and the road part 21 to act on the active slab 40, respectively, Absorption caused by changes, etc. will be absorbed. Therefore, it is possible to prevent the occurrence of breakage, such as cracks in the connection portion due to the temperature change.

FIG. 5B is an enlarged view of the original C portion of FIG. 5A, and when the pavement of the road part 21 and the connecting slab is concrete, the protrusion 43 and the road part 21 and the connecting slab 5 of the active slab 40 are formed. FIG. 5C is an enlarged view of a circle D portion of FIG. 5B. As shown in the figure, in the part where the protrusion 43 of the active slab 40 and the both ends of the road part 21 and the connecting slab 5 are connected, the corner portion is blocked out, and the anchor reinforcing bar ( After the protective angle 46 having 44 is formed, the elastic concrete 45 is poured. An elastic expansion joint member 41 having watertightness and elasticity is installed between the protection angles 46 so as to absorb expansion and contraction due to temperature change.

FIG. 5D is a view similar to FIG. 5B, in which the road section 21 is a detailed view of the connection with the active slab 40 when the pavement is asphalt. In this case, in connecting the road part 21 and the protrusion 43 of the active slab 40, the said protection angle 46 is provided only in the edge of the protrusion 43. As shown in FIG. In the drawing, reference numeral 49 is an asphalt pavement 49 installed on the road part 21.

6A is a perspective view showing the configuration of the concrete-filled fiber-reinforced composite pile 1 according to the present invention, and FIG. 6B is a sectional view of the concrete-filled fiber-reinforced composite pile 1 shown in FIG. 6A. have.

As shown in Figure 6a and 6b, the fiber-reinforced composite pile 1 of the present invention is a composite tube 51 made of a fiber-reinforced composite material, the inside is filled inside the composite tube 51 It is composed of filled concrete (50). The composite tube 51 is made of a cylindrical shape is hollow so that the concrete is filled therein, the glass fiber, carbon fiber or aramid fiber is selected from the reinforcing fiber and vinyl ester, polyester, phenol or epoxy selected from the fiber It is made of composite material.

FIG. 6C is an enlarged partial cross-sectional view of part E of FIG. 6B, which shows an arrangement structure of reinforcing fibers constituting the composite tube 51. As shown in Figure 6c the reinforcing fibers of the composite tube 51 is longitudinal fibers 52 arranged in the longitudinal direction of the pile, transverse fibers 53 arranged in the transverse direction of the pile and in the inclined direction Arranged oblique fibers 54 are stacked in this order.

Here, the longitudinal fiber 52 of the pile is resistant to the bending stress and tensile stress applied to the pile, similar to the role of the reinforcement or steel wire of the existing concrete pile, the transverse fiber 53 of the pile is the internal filling concrete ( By constraining 50) in the lateral direction, it not only has several times the compressive strength of pure concrete piles, but also significantly improves seismic performance and serves to resist shear. The inclined fibers 54 are arranged in an inclined direction at + 45 ° or -45 ° with respect to the longitudinal direction of the pile, which together with the internally filled concrete 50 resists the shear force of the pile and cracks the pile in the longitudinal and circumferential directions. Serves to prevent.

In the fiber-reinforced composite pile 1 of the present invention, the concrete is protected by the composite tube 51 made of fiber-reinforced composite material, so that the internal filling concrete 50 can be blocked from the external corrosive environment. Therefore, the problem of concrete degradation can be solved. In addition, when the glass fiber is used in the fiber-reinforced composite material of the composite tube 51, the tensile strength reaches 3000 ~ 7000 kgf / ㎠ to have a higher strength than the steel, as a result of the pile It possesses structural performance that can sufficiently resist external forces such as compression and bending.

In addition, the concrete-filled fiber-reinforced composite pile of the present invention is made of a fiber-reinforced composite material and a concrete material having an elastic modulus of about 1/5 of the steel material is more flexible than the steel, which is the foundation pile of the conventional integral bridge bridge, so It can easily absorb the stretching, and excellent elastic recovery because the composite material is a completely elastic material. The inner filled concrete 50 serves to improve the compressive performance of the pile, and to reduce the lateral displacement by serving to complement the overall rigidity, and also to improve the shear performance of the pile. In the present invention, due to the composite effect of the fiber-reinforced composite material composite tube 51, the strength of the internal filling concrete (50) is increased.

FIG. 7A is a perspective view of a composite tube 51 having a spiral internal concave-convex portion 60 therein as another embodiment of the composite tube provided in the fiber-reinforced composite pile 1 according to the present invention. have. FIG. 7B is a longitudinal sectional view of the composite tube shown in FIG. 7A. The spiral inner concave-convex portion 60 provided in the composite tube 51 is formed in a strip shape having a predetermined width and wound around the inside of the composite tube 51 in a spiral shape, and the composite tube 51 and It is made of the same material. The spiral inner concave-convex portion 60 increases the attachment area of the interface of the composite tube 51 and the inner filled concrete 50, and enables longitudinal mechanical engagement of different materials (composite tube and filled concrete). The structural integrity of the pile is improved to increase the syntheses and to prevent the separation of materials due to temperature differences. Although the internal concave-convex portion 60 has been described as having a spiral shape, it is not necessarily limited to the spiral and may be configured as a simple circular frame.

8 is a perspective view of a fiber-reinforced composite pile having a spiral outer concave-convex portion on the outside of the pile in another embodiment of the fiber-reinforced composite pile in accordance with the present invention. As shown in Figure 8, in the fiber-reinforced composite pile 1 of the present invention it is possible to form a spiral outer uneven portion 61 on the outside thereof. The spiral outer concave-convex portion 61 as a function to improve the ground friction force in the ground pull-out section of the pile, but the outer concave-convex portion 61 also described as having a spiral shape, but is not necessarily limited to spiral It may be configured in the form of a circular frame.

9 is a cross-sectional view of the tip shoe of the fiber-reinforced composite pile according to the present invention. The tip end of the fiber-reinforced composite pile that is first inserted into the ground is provided with a tip shoe for easy underground penetration, and FIG. 10 shows a flat tip shoe 70. Flat type tip shoe 70 provided in the fiber-reinforced composite pile of the present invention is integrally provided at the end of the insertion installation portion 71 and the insertion installation portion 71 to be inserted into the inside of the composite tube (51). And a horizontal finishing portion 72 for closing the cross section of the composite tube 51. In inserting the insertion portion 71 into the inside of the composite tube 51, by applying an adhesive 73, such as epoxy to the inside of the composite tube 51, the insertion portion of the tip shoe 70 71 may be attached to the inner surface of the composite tube 20 to be fixed. On the other hand, the tip shoe 70 may be configured in addition to the flat type as described above in the form of a Mamila (Mmila) formed in the horizontal closing portion 72, the embossed shaping.

For the driving of the concrete-filled fiber-reinforced composite piles of the present invention, hydraulic hammers, diesel hammers and vibratory hammers can be used as they currently are for driving steel piles and concrete piles. It can be used as it is.

As described above, by constructing a jointless integral shift using a concrete-filled glass fiber composite pile according to the present invention, it is possible to fundamentally solve the problem of a bridge with a conventional expansion joint device to extend the life of the bridge It is relatively easy to maintain, which can reduce enormous maintenance costs. In addition, the reduction of bridge life due to accelerated aging, which is caused by breakage of expansion joints, reduces the effect of investment on construction costs.

In addition, the initial construction cost is cheaper than the bridges with existing expansion joints due to the absence of expansion joints and bridges, and the initial construction cost of the shift can be reduced by replacing the gravity wall shift type with the pile support shift method. do.

In particular, the concrete-filled glass fiber composite piles presented in the present invention, by using the glass fiber with a small modulus of elasticity to arrange the fibers in the longitudinal direction to resist bending and axial direction at the same time to enhance the concrete binding effect and shear resistance resistance The composite tube is manufactured by arranging the fibers in the transverse direction and the inclined direction so that the fibers are filled, and the composite tube is filled with concrete, thereby exhibiting excellent flexibility and high strength characteristics at the same time.

Therefore, unlike the conventional non-joint one-piece bridge using the H-type pile, the present invention uses a concrete-filled glass fiber composite pile having a high flexibility and high strength and high durability as described above, thus the mold of the bridge is stretched. Even if the pile can be absorbed smoothly, it is possible to fundamentally prevent the occurrence of stress caused by the expansion and damage to the mold.

In addition, in the present invention, by using the EPS block or uncommitted gravel as a backfill of the jointless integral bridge, the earth pressure generated in the alternating portion of the jointless integral bridge is greatly reduced, and the expansion slab lowers due to temperature change. It is possible to prevent the occurrence of the pupil in the packing portion, such as depression.

In particular, by installing the active slab at the part where the road part and the connecting slab are connected, the expansion and contraction caused by the temperature change of the jointless alternating bridge mold can be absorbed without being transmitted to the road part.

Claims (7)

delete Alternate joint-less bridges made by integrally constructing the mold (3), the shift (2), and the pile (1) below without installing expansion joints between the mold (3) and the shift (2) of the bridge. As a structure, A hollow composite tube 20 made of a fiber-reinforced composite material made of a reinforcing fiber and a resin, and an inner filling concrete 10 filled in the hollow interior of the composite tube 20 at the lower portion of the shift 2. Concrete-filled fiber reinforced composite piles (1) consisting of integrally installed to support the shift (2); The upper outer surface of the concrete-filled fiber-reinforced composite pile (1) is provided with a fixing band (16), the connection head 13 of a predetermined length is installed on the top of the head to arrange the pile (1), The reinforcing bar 14 is installed in the connecting pile 13, and the connecting pile 13 and the reinforcing bar 14 are embedded in the concrete forming the lower part of the shift 2 so that the pile 1 is shifted. An alternating structure of a jointless integral type bridge, characterized in that it is integrally coupled with the alternating (2) at the bottom of (2). The method of claim 2, An alternating structure of a jointless integral bridge as characterized in that the rear of the shift (2) is filled with EPS blocks (20) as a backfill material. The method of claim 3, The EPS block 20, the joint structure of the non-joint integral shift bridge, characterized in that the stack is installed in a state sandwiched in the set-up prevention base 23 for preventing settlement. The method of claim 2, The rear of the shift (2) alternate structure of a jointless integral bridge type bridge, characterized in that the backfill material is filled with a non-minced gravel 30 contained in the net member 31 for preventing flow. The method according to any one of claims 2 to 5, A connecting slab 5 is integrally formed on the rear upper surface of the shift 2; A road part 21 is installed after the connecting slab 5, and an active slab 40 is installed below the connection part of the connecting slab 5 and the road part 21; Protruding portions 43 are formed in the central portion of the active slab 40 so that the ends of the connecting slab 5 and the ends of the road portion 21 face each side of the protruding portion 43 so that the connecting slab 5 is formed. And an end portion of the road part 21 respectively absorbs the amount of stretching caused by the temperature change of the mold 3 by acting on the active slab 40, respectively. delete

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