KR100785634B1 - Continuation structure of prestressed concrete composite beam bridge and method thereof - Google Patents

Abstract

A continuation method of a prestressed concrete composite beam bridge is provided to promote convenience in construction and to perform construction work economically by continuing many simple beam bridges supported to piers. A continuation method of a prestressed concrete composite beam bridge(100) comprises the steps of: placing permanent bearings on the upper part of piers(10,20), and placing pre-manufactured precast support beams(110,120) on the permanent bearings to be arranged on the piers in the perpendicular direction to a bridge axis; tensing tendons of the precast support beams placed on the piers in the direction perpendicular to a bridge axis to make the precast bearing beams have bearing capacity; tensing a primary tendon of a precast PSC beam(130), and lifting up the precast PSC beam using a crane to make placing projections(110a,120a) projected to the lower part of the precast support beams placed in placing grooves and supported to the precast support beams; filling up a gap between the precast PSC beam and the precast support beam with mortar; and connecting with an intermediate precast support beam located between the two precast PSC beams by tensing with a primary high strength steel bar of a connecting projection formed to a precast PSC beam and a secondary high strength steel bar installed into a stiffening haunch, and applying prestress by tensing a secondary continuous tendon installed at the precast PSC beam.

Description

CONSTRUCTION OF PRESTRESSED CONCRETE COMPOSITE BEAM BRIDGE AND METHOD THEREOF

1 to 9 are related to the continuity structure of the prestressed concrete composite beam bridge according to the first embodiment of the present invention,

1 is a plan view showing a continuity structure of a prestressed concrete composite beam bridge according to a first embodiment of the present invention.

Figure 2 is a side view of Figure 1

3 is a cross-sectional view taken along the cutting line III-III of FIG.

4 is a perspective view showing a detailed structure of part 'A' of FIG.

5 is a front view showing the shape of the precast receiving beam of FIG.

FIG. 6 is a perspective view showing a detailed structure of a portion 'B' of FIG.

Figure 7 is a perspective view showing the configuration of the fastening mechanism of Figure 6

FIG. 8 is a side view showing the configuration of a composite beam in which secondary continuous tendons embedded in the prestressed concrete composite beam of FIG. 2 are displayed; FIG.

9 is a perspective view showing a shape in which primary tendons are displayed on the precast PSC beam of FIG.

FIG. 10 is a view showing a shape in which the diaphragms protruding from the precast PSC beam of FIG.

11 to 14 relate to the continuity structure of the prestressed concrete composite beam bridge according to the second embodiment of the present invention.

FIG. 11 is a perspective view showing a shape of a PSC partial composite beam in which a partial bottom plate applicable to FIG. 1 is integrally manufactured;

12 is a perspective view illustrating a detailed structure of a portion 'A' of FIG. 1 when the PSC partial composite beam of FIG. 11 is applied.

FIG. 13 is a perspective view illustrating a detailed structure of a portion 'B' of FIG. 1 when the PSC partial composite beam of FIG. 11 is applied.

FIG. 14 shows a configuration for forming a final bottom plate of a bridge using the PSC partial composite beam of FIG.

15 to 16 relate to the continuation structure of the prestressed concrete composite beam bridge according to the third embodiment of the present invention,

15 is a plan view showing the sequencing structure of the prestressed concrete composite beam bridge according to the second embodiment of the present invention.

Figure 16 is a side view of Figure 15

17 to 22 are related to the continuation structure of the prestressed concrete composite beam bridge according to the fourth embodiment of the present invention,

17 is a plan view of the continuity structure of the prestressed concrete composite beam bridge according to the fourth embodiment of the present invention.

Figure 18 is a side view of Figure 17

19 is a perspective view showing a detailed structure of a portion 'E' of FIG.

20 is a perspective view showing a detailed structure of a portion 'D' of FIG.

21 is a perspective view showing the structure of the precast PSC beam of FIG.

Figure 22 is a side view of the precast PSC beam of Figure 17;

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

10, 20, 30: piers

100,200,300: Continuous structure of prestressed concrete [PSC] composite beam bridge

110,210,310: precast intermediate precast beam

110a, 120a, 310a, 320a: mounting turning

112,312: precast stand beam reinforcement tendon

111,121,211,221,311,321: Permanent Bearing

112a: reinforcement tendon anchor

120,220,320: precast end precast beam

130,230,330: PSC composite beam 130a, 230a, 330a: mounting groove

130b, 230b, 330b; Connecting protrusion 130c: Reinforcement Hunt

131,231,331: PSC composite beam secondary continuous tendon 132,332: PSC composite beam primary tendon

131a: tension anchor 131c: concrete block for anchor tension

132a, 332a: tensile anchor 132b: fixed anchor

134,334: Sheath pipe for tandon insertion 140,240,340: mortar

150,250,350: Precast diaphragm 151,351: Diaphragm reinforcement tendon

152,252,352: Cast-in-place concrete 160,360: Fastening mechanism

161: secondary high strength steel bar (for retension) 161a: tension nut

162,362: primary high strength steel bars 162a, 362a: tension nut

162b and 362b: fixing nut 162c: sheath pipe for inserting steel rod

163: support plate 170: concrete base plate

171,371: precast partial deck 172,372: cast-in-place concrete deck

180: formwork 181: 훰 tai steel rod

181a: fixing nut 182: steel beam

183: concrete spacer
330 ': precast segmented PSC beam

335: precast precast edge section PSC beam 335a: second mounting protrusion

335b: second mounting groove 336: linear tendon for primary connection

336a: tension anchor 363c: sheath tube for tendon insertion

390: temporary pier 391: temporary support

399: Cast-in-place concrete for precast segment PSC beam connection

The present invention relates to a continuous structure of a prestressed concrete composite beam (hereinafter, simply referred to as a "PSC composite beam") bridge and its construction method, while stably securing the structural behavior of the continuous bridge and at the same time the construction is simple. A continuous structure of an inexpensive PSC composite beam bridge and a method thereof are provided.

Bridges constructed with simple beams had a problem of causing cracks in the upper deck of vehicles or railways as secondary moments occurred in the piers, which are intermediate points. Accordingly, in order to reduce cracking of the bottom plate, a sequencing method has been proposed in which a plurality of simple beams can perform a single behavior.

In detail, the "structural continuity method of prestressed concrete composite i-beam bridge" of the Republic of Korea Patent Publication No. 349,864, designed by Wondaeyeon, the precast PSC beam (Precast prestressed concrete I-beam) adjacent to the factory or bridge construction site After pre-fabricating at the production site, the first Tendon is tensioned and transported to the site, and the precast PSC beam is mounted on a temporary support installed on the top of the pier using a crane, and the precast PSC mounted on the temporary support. Reinforce the site joints at the top of the intermediate point connecting the precast PSC beams in the longitudinal direction and connecting the precast PSC beams in the longitudinal direction while simultaneously arranging the second consecutive tendons along the longitudinal direction of the beam. Structurally connect each other and then cast and cure concrete, and the second continuous A part of the dun is tensioned to structurally connect the precast PSC beam, and the bottom plate concrete is placed on the precast PSC beam and the cross beam to make a cross section, and then the remaining second continuous tendons are tensioned to the upper floor plate. Disclosed is a structural sequencing method of prestressed concrete composite i-beam bridge, characterized in that the prestressing is introduced to complete the continuous bridge for the entire section.

However, this method avoids the hassle of placing concrete between adjacent precast PSC beams with the precast PSC beam mounted on a temporary support in order to continually align two precast PSC beams arranged in the longitudinal direction. Not only cause, but after removing the temporary support, the permanent support must be reinstalled on the lower side of the cured concrete, the process takes too long and has a difficult problem.

In addition, the method forcibly connects between two adjacent precast PSC beams by using a reinforcing bar coupler between reinforcement beams. However, this work takes a lot of time and has a problem of lowering economic efficiency.

In order to solve the problems described above, the present invention provides a simplification of the production by construction in a simpler process, and a continuous structure of the prestressed concrete composite beam bridge that can be constructed during a short construction period as well as inexpensive construction and its method Its purpose is to provide.

In addition, another object of the present invention is to minimize the tensile stress acting on the piers pillars and compressive stress mainly acts on the piers pillars so that the piers can be compact, inexpensive and aesthetically constructed.

In addition, an object of the present invention is to minimize the minor moment acting on the upper plate around the piers and to prevent the introduction of tensile stress due to excessive positive moment in the lower end of the center portion of the precast PSC beam. .

In addition, the present invention is connected to the precast concrete partial composite beam integral with the partial bottom plate formed in a part thickness thinner than the finished bottom plate in the fabrication site to the precast receiving beam on the top of the piers, and using the pre-installed partial bottom plate By placing concrete to be the thickness of the final slab with a simple system formwork, the slab is smoother and cheaper than the construction of the slab by placing concrete while supporting the slab formwork by the copper bar. Another object of the present invention is to enable construction to be synthesized in a precast beam by a simple process.

Another object of the present invention is to install and install a secondary high-strength steel rod used in the case of connecting two precast PSC composite beams around a precast receiving beam as a system capable of restressing and using bridges. Prestressed concrete that facilitates maintenance of the structure by retightening the secondary high-strength steel rods already installed to offset the tensile stress due to minor moments of pier caution, which may be additionally generated by continuous bridges during this overload operation A continuous structure of a composite beam bridge and a method thereof are provided.

The present invention provides a precast receiving beam mounting step of mounting a precast receiving beam pre-fabricated to be supported by the permanent bearing of the pier (coping) to achieve the object as described above; A precast PSC beam mounting step of tensioning the primary tendons of the precast PSC beams pre-fabricated and then placing the pretend PSC beams in the axially orthogonal direction of the precast support beams so that both ends thereof are supported by the precast support beams; A filling step of filling a gap between the precast receiving beam and the precast PSC beam; Coupling and fixing the precast receiving beam and the precast PSC beam adjacent thereto in the axial direction; A composite beam forming step of forming a concrete composite beam by forming a bottom plate on an upper surface of the precast PSC beam; Tensioning a second consecutive tendon in the precast PSC beam to introduce prestress; It provides a continuous method of prestressed concrete composite beam bridge, characterized in that configured to include.

For reference, in the specification and claims of the present invention, "pier" does not mean only a pillar supporting the bridge at an intermediate point portion, but a pillar supporting both ends of the bridge (generally used as the term "shift"). Will be defined as including).

In the state where the precast receiving beam made of precast is mounted on the permanent bearing on the upper part of the piers, the precast PSC beam is raised by a crane and simply mounted on the precast receiving beam on the piers, respectively, in the axial direction. The precast PSC beams are tensioned and connected to each other by means of first and second high-strength steel rods interconnecting two adjacent precast PSC beams to the precast support beams, and the second continuous tendons installed in the precast PSC beams are tensioned. By introducing prestress, this is to continually continually bridge a number of simple beams supported by the piers. Through this, construction can be performed even within a short construction period, and the sequential construction of the composite beam bridge is very simple.

More specifically, unlike the conventional method of temporarily installing the temporary support for mounting the precast PSC beam temporarily and then removing the temporary support, the present invention supports the precast support beam without using the temporary support. Since the permanent bearing is installed only once, the construction becomes very simple.

In addition, in the conventional method, in order to continually connect two adjacent precast PSC beams in the axial direction, a process of pouring concrete after structuring the site joints at the upper end of the intermediate point (pier) by a rebar coupler is essential. However, the method according to the present invention is the first and second high-strength steel rods interconnecting two precast PSC beams adjacent to each other in the axial direction to the precast receiving beams to tension and connect the precast PSC beams to each other, and to precast PSC beams. Since it is continuous by introducing the prestress by tensioning the second continuous tendon 131 installed in the rod, the work connecting the adjacent precast PSC beam to the reinforcement coupler can be eliminated, and the precast support beam made of precast is applied. Since there is no need to pour and cure concrete, the model that realizes sequencing becomes simpler It can greatly shorten the period of the ball.

Furthermore, unlike the conventional method in which bearings (supports) for supporting precast PSC beams arranged in the perpendicular direction of the axial direction must be distributed along the axial direction of the pier in the same number as the number of precast PSC beams, In the construction method, since one precast receiving beam is mounted on the pier at the top of the pier in the form of a beam, it is possible to support the structure on the pier with only two or three small bearings capable of supporting the precast receiving beam. Will be.

Furthermore, the permanent bearing disposed on the bottom of the precast receiving beam is sufficient if the gap can withstand the eccentric load due to the live load transmitted from the top plate of the bridge. Therefore, in the related art, since the precast PSC beams arranged in the perpendicular direction of the bridge have to be supported by one bearing, the width of the upper portion of the bridge in the direction of the bridge perpendicular to the bridge should be formed to have a length corresponding to the width of the bridge. Tensile stress is applied to the piers and the foundation by the live and distributed dead loads acting on the bearings at the end of the bridge's axial direction, so that the piers and the foundation are excessively supported to withstand the tensile stresses acting on the piers. There was a side issue that had to be designed. However, in the present invention, the working load and dead load acting on the bottom plate of the bridge are transmitted to the precast PSC beam provided in the axial direction, and this load acts on the precast receiving beam provided in the perpendicular direction of the axial axis. That is, since the load acting on the precast bearing beam is transmitted to the bearing centered on the relative central part of the upper part of the piers, the load transmitted from the bottom plate to the piers via the precast PSC beam and the precast bearing beam is mainly compressed to the piers. Since stress is mainly controlled, the pier can be constructed stably and economically. Therefore, when constructing the bridge according to the sequencing method of the prestressed concrete composite beam bridge according to the present invention, it is possible to remove a portion 20 'of the upper portion of the bridge (coping) extending in the direction perpendicular to the pier, and transfer it to the permanent bearing. Since the applied load is applied around the middle of the upper part of the piers, the moment acting on the piers is minimized, and the tensile stress component is almost eliminated. Therefore, the compression stress in the direction of gravity is mainly applied to the piers, which greatly reduces the size of the piers and foundation structures. It becomes possible.

In addition, in the method according to the present invention, since a plurality of precast PSC beams are supported by one precast receiving beam, there is almost no additional work required even if a plurality of precast PSC beams are provided. In particular, as the flood level of rivers increases due to the recent increase in rainfall due to unexpected climate change, the span of bridges and the height of girder are increased without changing the road elevation and the final elevation of bridges. Attempts to reduce (H) have been made in many ways. As the method according to the present invention is continued, as the PSC composite beams are continuous, the bridge span becomes wider, and a lower height (H) precast PSC beam can be constructed. In addition, it becomes easier to install a number of precast PSC beams than the number of precast PSC beams of existing bridges under the same conditions, so that the construction of a precast PSC beam having a lower height (H) of the girder becomes possible. It enables economic continuity of low height bridges without delaying the time required.

On the other hand, the precast support beam for mounting the precast PSC beam only on one side, such as the support portion (usually called 'shift') of both ends of the bridge, and the precast PSC beam facing the precast support beam In order to fix, the precast PSC beam is fabricated at the fabrication site, and after the projections are integrally placed on the beam end, one end of the high-strength steel rod fixing nut and support plate are embedded in the precast support beam in advance to fix the precast PSC beam. Tensioning the steel rod by tightening a fixing nut located at the other end of the high-strength steel rod installed to penetrate the protruding portion of the cast PSC beam, thereby connecting the precast receiving beam to the precast PSC beam; Additionally included.

Through this, the two beams are integrated by connecting both precast PSC beams by tensioning the first and second high-strength steel bars at the central point of the bridge, and the bridges are continuous by tensioning the second continuous tendon installed in the composite beam. In addition, when the precast PSC beam is fabricated in the fabrication site, the diaphragm in the middle of the beam is integrally placed, and then the two diaphragms of the adjacent precast PSC beams are connected to each other in a bridge to integrate the precast PSC beams on the left and right. Therefore, each precast PSC beam does not carry loads individually, but instead becomes a rectangular plate structure in which the precast base beam and each precast PSC beam are constrained, thereby transferring the acting load to the plate. Implement a stable load bearing structure.

Here, prior to the precast PSC beam mounting step, the precast segment PSC beams manufactured and transported at the factory are arranged in the longitudinal direction by the required quantity for the length of one space designed at the production site near the site, and then the precast segment PSC beams. By injecting and curing the joint site between the beam and the concrete, integrating it into the precast PSC beam, and by manufacturing the diaphragm in the concrete in the transverse direction at this point, and fixing the precast PSC beam and the diaphragm by fixing. A continuous PSC beam is formed in the axial direction. And, after the step of fixing and fixing the precast PSC beam, site-casting the gap between the diaphragms with concrete; It includes more. As a result, the precast segment PSC beam can be manufactured at the factory instead of the production site and transported to the site, thereby enabling more economical and rapid construction.

At this time, site-casting concrete in a gap between the precast diaphragms in the axially perpendicular gap; Tensioning a tendon penetrating the precast diaphragms and the precast PSC beams in an orthogonal direction; Further, the distance between the precast PSC beams in the orthogonal direction is kept constant. Here, the precast diaphragms may be previously manufactured integrally with the precast PSC beam, or may be fixedly installed independently of the precast PSC beam.

The precast PSC beam may be formed integrally with the precast PSC beam on a top surface thereof, the partial bottom plate having a partial thickness of the final bottom plate. In other words, if the partial bottom plate, which is thinner than the thickness of the completed bottom plate, is pre-cast and cured integrally with the precast PSC beam during the manufacturing process of the precast PSC beam, the upper surface of the precast PSC beam mounted on the piers in the field This makes it very easy to cast the final slab on the floor.

That is, the step of forming the concrete composite beam, the step of installing a plate-shaped system formwork connecting the bottom surface of the partial bottom plate so as to cast concrete between the partial bottom plate of the precast PSC beam adjacent in the axially perpendicular direction Wow; By pouring concrete on the upper surface of the partial bottom plate and the upper surface of the formwork can be made by the step of forming a bottom plate.

In this regard, in the related art, as the number of precast PSC beams supporting the bottom plate of the bridge increases, the air required for the construction of the bridge is not only extended but also economically deteriorated. In order to apply the large size precast PSC beam has been applied. Therefore, it is difficult to apply the method according to the present invention using the above-described partial bottom plate because there is a limit in pulling the precast PSC beam, whose weight is increased by the partial bottom plate, to the crane. However, in the construction method according to the present invention, since one precast receiving beam is alternately mounted, the time and cost required for the construction even if the number of precast PSC beams supported by the precast receiving beam increases in the direction perpendicular to the axial axis. Does not increase significantly. Furthermore, considering that the height H of the precast PSC beam was 2m, which was conventionally small based on a constant span length, the height H of the precast PSC beam was reduced to 1.1m in the future. Will become even smaller.

The step of introducing prestress into the precast PSC beam is accomplished by tensioning the secondary continuous tendon imparted to the precast PSC beam, and in the event that the tensile stress applied to the precast PSC beam is insufficient Restressing with secondary high strength steel rods or secondary continuous tendons installed at the reinforcement haunches of the precast PSC beam ends connected about a cast support beam; When the tensile stress applied to the precast PSC beam is excessive, a tension reduction operation for removing the applied prestress is performed.

On the other hand, in the construction of a bridge over a wide river with a width of more than 1 km, such as the Han River, the construction of the entire bridge as one continuous bridge is preferable because the stress acting on the bridge due to temperature changes and earthquake loads is excessive. Not. Therefore, it is preferable to limit the number to several even in sequencing the precast PSC beam. Accordingly, it is necessary to block the sequencing of the PSC composite beam at the midpoint of the bridge, even if it is not the bridge (i.e., 'alternation') located at both ends of the bridge. To this end, the precast PSC beam mounting step, the precast PSC beam in a state in which a pair of precast receiving beams mounted only on one side arranged side by side on one pier so as to face in opposite directions to each other, the precast And mounting a PSC beam to be supported by the precast receiving beam.

On the other hand, the present invention, the precast receiving beam mounting step for mounting a precast receiving beam pre-fabricated to be supported by a permanent bearing on the pier; One end of a precast precast precast side face PSC beam is supported by the precast base beam and the other end is supported by a temporary pier, and then the precast base beam and the precast side face PSC beam are connected together. Installing a precast precast cross-section PSC beam to be coupled to each other; The precast segment is tensioned to the precast PSC beam by connecting each precast segment PSC beam and the joint portion of the beam to the site in advance. A precast PSC beam mounting step of mounting a plurality of precast receiving beams in a axially orthogonal direction so that both ends thereof are supported by the PSC beams; Filling a gap between the precast receiving beam and the precast precast cross section PSC beam and a gap between the precast precast cross section PSC beam and the precast PSC beam; A precast PSC beam connection fixing step of connecting and fixing the precast receiving beam and the precast precast side face PSC beam adjacent in the axial direction thereof; A composite beam forming step of forming a concrete composite beam by forming a bottom plate on an upper surface of the precast precast cross-sectional PSC beam and the precast PSC beam; Tensioning a second consecutive tendon to introduce prestress into the precast PSC beam; It provides a continuous method of prestressed concrete composite beam bridge, characterized in that configured to include.

This means that the longer the span, the longer the moment is acting on the bridge area in the continuous bridge, so that the cross-section of the precast PSC beam in the bridge area should be greatly increased. It is impossible to raise, and the box girder-type construction method that installs concrete after installing bridges and formwork between the piers and the piers, which is one of the existing conventional methods for constructing long span bridges, is complicated to manufacture. In addition, there is a problem that the construction period takes a long time and the production cost is greatly increased, so that the construction period can be shortened and smoothly constructed to construct a more economic bridge. That is, when the span of the bridge is about 45m or more, the precast precast cross-section PSC beam is manufactured to have the cross-sectional shape of the structure around the bridge where the cross-sectional change of the precast PSC beam is large, and the pre-pier on the bridge Precast PSC beams around piers by fixed mounting on cast bearing beams and mounting of precast precast sectional PSC beams fixed on precast bearing beams with no cross-sectional changes or very small precast PSC beams. In addition to increasing the cross-section of the bridge, the bridges can be continually centered around the precast beam, and the construction work and time of the bridges can be significantly reduced.

Through this, in the field, the precast precast sectional PSC beam prefabricated at the production site is lifted by a crane to the precast bearing beam on the upper part of the pier and mounted together, and then, the prefabricated precast PSC beam is similarly manufactured. After mounting on the precast edge PSC beam, it is possible to fabricate the bridge between long and short spans in a shorter construction period by applying prestress to the precast PSC beam and tensioning the secondary continuous tendons in the precast section. Become.

At this time, the temporary piers used when the precast precast edge cross-section PSC beam is placed on the precast base beam are primarily formed by two precast edge cross-section PSC beams adjacent to each other in the axial direction with respect to the precast base beam. After the pre-stress is introduced by tensioning the straight line tendon for connection, the temporary pier can be removed at any time in the state where the precast base beam and the precast side face PSC beam are integrally coupled to each other.

Then, the precast concrete diaphragm protrudes from the precast PSC beam in the axial direction perpendicular to the axial direction. Therefore, by placing concrete in the axial perpendicular direction gap between the precast diaphragms and tensioning the tendon penetrating the precast diaphragms and the precast PSC beams in the axial direction, the pre-axial direction The spacing between the cast PSC beams can be kept constant, and the respective precast PSC beams in the crosswise direction do not carry loads individually, but instead become a rectangular plate structure constrained to each other between the precast PSC beams in the crosswise direction. Since the acting load is transmitted to the plate, a more stable load supporting structure is realized. Here, in order to implement the plate-shaped load transfer structure, the diaphragm is preferably formed at the middle point of the precast PSC beam, and its position and quantity can be changed according to the conditions of the bridge. The precast diaphragms may be previously manufactured integrally with the precast PSC beam, and may be fixedly installed independently of the precast PSC beam.

Similarly, the precast PSC beam is formed of a precast partial composite beam having a partial bottom plate formed with a partial thickness of the bottom plate on the upper surface of the precast PSC beam, and the forming step of the concrete composite beam is a precast PSC beam. Installing a plate-shaped system formwork connecting the bottom of the partial bottom plate to pour concrete between the partial bottom plates of the floor; Placing concrete on an upper surface of the partial bottom plate and an upper surface of the formwork to form a bottom plate; It can be made, including. This makes the construction of the floorboard much simpler and faster.

In the precast PSC beam mounting step, the precast PSC beams are arranged side by side on one pier so that a pair of precast receiving beams for mounting the precast PSC beams on only one side thereof face in opposite directions to each other. Mounting the beam to be supported by the precast receiving beam. This means that the construction of the entire bridge as a single continuous bridge can produce a long length bridge while solving the problem that the stress change due to the temperature change or the earthquake acting on the bridge increases and thus many adverse effects occur on the bridge structure. To do this.

On the other hand, before the precast PSC beam mounting step, the precast segment PSC beams manufactured and transported at the factory are arranged in the longitudinal direction by the required quantity for the length of one space designed at the production site near the site, and then the precast segment PSC beams. By injecting and curing the joint site between the beam and the concrete, integrating it into the precast PSC beam, and by manufacturing the diaphragm in the concrete in the transverse direction at this point, and fixing the precast PSC beam and the diaphragm by fixing. A process of forming the PSC beam continuous in the axial direction may be additionally included. In this case, after the step of fixing the precast PSC beam, the step of in-site casting the gap between the diaphragm in concrete; It includes more. As a result, the precast segment PSC beam can be manufactured at the factory instead of the production site and transported to the site, thereby enabling more economical and rapid construction.

On the other hand, according to another field of the invention, the present invention, the precast pedestal mounted so as to be supported by the permanent bearing of the pier; Precast PSC beams are arranged in a plurality of pre-axial direction so that both ends are supported and mounted on the precast pedestal; A filler filled between the precast pedestal and the precast PSC beam; Is formed to be embedded in or through the precast PSC beam and the precast pedestal to perform any one or more of connecting and fixing the precast PSC beam and the precast pedestal and introducing prestress to the precast PSC beam Tension means; A concrete slab cured bottom plate on the top surface of the precast PSC beam; It provides a continuous structure of the prestressed concrete composite beam bridge, characterized in that configured to include.

Through this, two precast PSC beams adjacent to each other in the axial direction are mounted on both sides of the precast pedestal and are connected to each other by tensioning them with the first and second high-strength steel rods connected to each other, and the second continuous installed in the precast PSC beam. Since the tendons are tensioned and introduced by prestressing, the work can be simplified and construction time can be greatly shortened.

Here, the precast pedestal for mounting the precast PSC beam on both sides is formed of a precast receiving beam which is placed in the form of a beam along the direction perpendicular to the bridge pier.

In addition, the permanent bearing is arranged symmetrically to support the precast pedestal around the center of the pier, the distance between the bearing located at the outermost is formed to less than 2/3 of the width of the bridge. In other words, the precast receiving beam is mounted so that both ends are free ends by the bearing, thereby minimizing the tensile stress component due to the moment of the stress components transmitted from the bridge superstructure to the bridge, and compressive stress mainly As a result, the pier can be designed more economically and slimmer.

At this time, the precast pedestal is provided with a protrusion projecting on the surface adjacent to the precast PSC beam so as to support while holding the precast PSC beam; The precast PSC beam has a recessed groove formed to receive the mounting protrusion, thereby facilitating the precast PSC beam to the precast pedestal.

On the other hand, the present invention, the precast pedestal mounted so as to be supported by the bearing of the upper piers; A precast precast edge section PSC beam having one end fixedly supported in the axial direction by the precast pedestal mounted on the pier where the precast PSC beams are mounted on both sides in the axial direction of the pier; Both ends are supported and mounted on the other end of the precast edge PSC beam, or a bridge in which a precast PSC beam is mounted on one side in the axial direction of the other end of the precast edge PSC beam (ie, in general, the 'shift' A precast PSC beam supported at both ends by the precast pedestal mounted on an upper portion of the part; A filler filled in a gap between the precast pedestal and the precast edge face PSC beam, and a gap between the precast edge face PSC beam and the precast PSC beam; The precast PSC beam, the precast precast cross-section PSC beam, and the two or more of the precast pedestals are buried in one or more of them or formed to penetrate any one or more of these, Tension means for securing a connection and simultaneously introducing prestress to the precast PSC beam; A concrete slab cured bottom plate on the top surface of the precast PSC beam; It provides a continuous structure of the prestressed concrete composite beam bridge, characterized in that configured to include.

That is, by fixedly mounting the precast precast side face PSC beam to the pedestal, it becomes possible to manufacture and continue the bridge with a quick and simple work even for the long-term bridge.

At this time, the tensioning means includes the precast PSC beam, the precast precast side face PSC beam, and a continuous tendon penetrating the precast pedestal at the same time, thereby tensioning the continuous tendon by the precast PSC beam, The precast precast cross section PSC beam and the precast pedestal can be integrated and continuous. In addition, the tensioning means includes a linear tendon for primary connection which interconnects and secures the precast precast cross section PSC beam and the precast pedestal. This makes it possible to fix the precast precast side face PSC beam and the precast pedestal to each other, thereby eliminating the temporary piers. In this regard, the tension means may be used for any one or more of the use of selectively connecting and fixing only two of the precast PSC beam, the precast precast cross-section PSC beam, and the precast pedestal, and applying prestress. The precast PSC beam, the precast precast side face PSC beam, and the continuous tendon connecting the precast pedestals may be used to connect and fix them and simultaneously apply prestress.

The precast pedestal is formed of a precast receiving beam placed in a single beam shape along the axial direction of the pier. The precast pedestal PSC beam has a plurality of precast pedestals. It is mounted so as to be fixedly supported along the direction of the pier perpendicular to the pier. The precast receiving beam is mounted so that both ends thereof become free ends because the bearing is not positioned at both ends. Through this, the work to install the pedestal on the pier is easy, and the load transmitted to the pier through the pedestal is mainly the compressive stress acting on the pier.

In order to facilitate mounting of the precast precast cross-section PSC beam and the precast PSC beam, one end of the precast precast cross-section PSC beam is fixedly supported and mounted on the precast pedestal. A first roughening protrusion protrudes from a surface adjacent to the cast edge face PSC beam, and a first groove is recessed in the precast precast edge face PSC beam to accommodate the first roughness protrusion; On the other end of the precast precast side face PSC beam, a second projection is formed on a surface adjacent to the precast PSC beam so as to support and support the precast PSC beam, and the second roughness is formed on the precast PSC beam. A second groove is recessed to accommodate the protrusion.

The length X of the precast cross section PSC beam protruding from the piers is formed from L / 6 to L / 4 of the span L between piers, more preferably about L / 5. This is a peripheral position where the bending moment becomes zero since the position at which the positive and negative moments intersect, i.e., the bending moment becomes zero is spaced apart by L / 5 from the end, in the continuous structure supported at both ends. In the precast precast cross-section PSC beam and the precast PSC beam to be connected to each other, it is possible to minimize the damage to the connection site.

On the other hand, the present invention, the precast pedestal is mounted so as to be supported by the permanent bearing of the pier; Both ends are supported and mounted on the precast pedestal, and the joint sites between two or more precast segment PSC beams are cast in the concrete site, and the diaphragm is cast in the transverse direction at this point to be integrated with each other. A formed precast PSC beam; Concrete filling the gap in the axial direction perpendicular to the diaphragm; A filler filled between the precast pedestal and the precast PSC beam; At least one of being embedded or penetrated in the precast pedestal placed between the precast PSC beams to connect and fix the precast PSC beam and the precast pedestal, and to introduce prestress into the precast PSC beam. Tension means for carrying out; A concrete slab cured bottom plate on the top surface of the precast PSC beam; It provides a continuous structure of the prestressed concrete composite beam bridge, characterized in that configured to include.

Here, the precast pedestal for mounting the precast PSC beam on both sides is formed of a precast receiving beam placed in the form of a beam along the axial direction of the pier, the precast PSC beam is the precast receiving Multiple arrangements are made in the direction perpendicular to the beam. In addition, the precast receiving beam is mounted so that both ends are free ends because the bearing is not positioned at both ends.

Likewise, the tensioning means in this case comprise at least two precast PSC beams and a second continuous tendon which simultaneously passes through the precast pedestal, thereby tensioning the pretend PSC beam and the precast by tensioning the continuous tendons. It is possible to integrate the pedestal and to make it continuous. In addition, the tensioning means also includes a pedestal on the pier on which only one precast PSC beam is mounted and a high-strength rod for interconnecting and fixing only the precast PSC beam.

The present invention also includes a precast pedestal mounted so as to be supported by a bearing on an upper portion of the piers; A precast precast edge section PSC beam having one end fixedly supported in the axial direction by the precast pedestal mounted on the pier where the precast PSC beams are mounted on both sides in the axial direction of the pier; Both ends are supported and mounted on the other end of the precast edge-side PSC beam, or the pre-mounted on the top of the bridge where the precast PSC beam is mounted on one side in the axial direction of the other end of the precast edge-side PSC beam. Both ends are supported and mounted on the cast pedestal, but the joint site between two or more precast segment PSC beams and the beam is cast in the concrete site, and the diaphragm is cast in the transverse direction of the joint site and the concrete is integrated to be integrated. A precast PSC beam so formed; Concrete filling the gap in the axial direction perpendicular to the diaphragm; A filler filled in a gap between the precast pedestal and the precast edge face PSC beam, and a gap between the precast edge face PSC beam and the precast PSC beam; Fixing means for connecting and fixing the precast precast side face PSC beam and the precast pedestal; Tension means formed through the precast PSC beam, the precast precast cross-section PSC beam, and the precast pedestal to introduce prestress into the precast PSC beam; A concrete slab cured bottom plate on the top surface of the precast PSC beam; Also provided is a continuous structure of prestressed concrete composite beam bridge, characterized in that configured to include.

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

However, in describing the present invention, a detailed description of known functions or configurations will be omitted to clarify the gist of the present invention.

1 to 10 illustrate a continuity structure of a prestressed concrete composite beam bridge according to a first embodiment of the present invention, and FIG. 1 illustrates a continuity structure of a prestressed concrete composite beam bridge according to a first embodiment of the present invention. FIG. 2 is a side view of FIG. 1, FIG. 3 is a sectional view taken along line III-III of FIG. 1, FIG. 4 is a perspective view showing the detailed structure of part 'A' of FIG. 1, and FIG. 5 is FIG. Fig. 6 is a perspective view showing the detailed structure of part 'B' of Fig. 1, Fig. 7 is a perspective view showing the structure of the clamping mechanism of Fig. 6, and Fig. 8 Fig. 9 is a side view showing the configuration of a composite beam in which a secondary continuous tendon embedded in the prestressed concrete composite beam of Fig. 2 is shown; Fig. 9 is a perspective view showing a shape in which primary tendon is displayed on the precast PSC beam of Fig. 2; Is a diaphragm projecting from the precast PSC beam of FIG. A diagram showing a cross-shape which integrally.

As shown in the figure, the continuous bridge 100 of the prestressed concrete composite beam according to the first embodiment of the present invention, the permanent bearing 111 along the perpendicular direction of the bridge pier 20 erected at the intermediate point of the bridge Precast intermediate precast receiving beam (110) mounted to be supported by a) and the precast end pre-mounted to be supported by the permanent bearing (121) along the direction of the axial direction of the bridge (20) erected at both ends of the bridge. A precast PSC beam 130 mounted on both ends thereof by the cast receiving beam 120, the intermediate precast receiving beam 110 or the end precast receiving beam 120, and the precast receiving beams 110 and 120. Mortar 140, which is a filler filled between the precast PSC beams 130, and the precast PSC beams 130 in the center of the beams of the precast PSC beams 130 facing the end precast receiving beams 120. Protrusions formed at right angles Between the concrete diaphragm 150, the clamping mechanism 160 for fixing the ends of the end precast receiving beam 120 and the precast PSC beam 130 to be in close contact with one another, and the concrete diaphragms 150. It is composed of the cast-in-place concrete 152 to be cast in the gap in the direction perpendicular to the axial axis.

The precast intermediate precast receiving beam 110 is made of concrete and reinforcing structures in advance in the fabrication site adjacent to the factory or bridge construction site, and the bridge perpendicular to the permanent bearing 111 of the bridge 20, which is the intermediate point of the continuous bridge. It is placed in the direction, the mounting projection (110a) protruding in the lateral direction on both lower sides so as to easily mount the precast PSC beam (130). In addition, the intermediate precast receiving beam 110 is supported by two to three permanent bearings 111 at the center portion so that both ends thereof are free ends. As shown in FIG. 5, the intermediate precast receiving beam 110 is intermediate free along the longitudinal direction thereof. A cast support beam reinforcement tendon 112 is provided to introduce prestress into the precast support beam by tensioning in the anchorage 112a.

The precast end precast receiving beam 120 is pre-fabricated in a factory or workshop as concrete and reinforcing structure is placed in the direction perpendicular to the axial bridge to the permanent bearing 121 of the pier 10 at the end point of the continuous bridge, In order to easily mount the precast PSC beam 130 arranged in the axial direction, a mounting protrusion 120a is protruded in a lateral direction at a lower side toward the precast PSC beam 130. The end precast receiving beam 120 is also supported by two or three permanent bearings 121 at the center thereof, similar to the intermediate precast receiving beam 110, and tendons 112 are installed along the longitudinal direction thereof. Prestress is introduced into the end precast receiving beam by tensioning the fixing holes 112a at both ends.

The precast PSC beam 130 is pre-fabricated in a factory or a manufacturing site as concrete and reinforcing structures, and the concrete is damaged by the tensile stress in the lower center of the beam generated by the precast PSC beam own weight mounted on the piers. In order to prevent the pre-stress is introduced by tensioning the primary tendons 132, 132a, 132b installed in the beam. 4 and 9, the connection between the intermediate precast receiving beam 110 and the precast PSC beam 130 may include the primary high strength steel bar 162 of the connecting protrusion 130b formed in the precast PSC beam. ), The second high-strength steel bar 161 is installed in the reinforcing haunch (130c) is connected by tension, connecting the sheath pipe 134 pre-embedded in the intermediate precast receiving beam 110 and the precast PSC beam to each other, As shown in Fig. 6, the strand is inserted into the sheath tube through the anchorage 131a of the concrete block 131c formed on the upper end of the precast PSC beam 130 on both sides, and the second continuous tendon 131 is tensioned. Therefore, the precast PSC beam bridge 100 can be continuous by canceling the tensile stress generated in the lower middle portion of the precast PSC beam 130 and the tensile stress generated in the bottom plate around the bridge which is the intermediate point of the bridge. In addition, additional prestress by retensioning the secondary high-strength steel rod 161 embedded in the reinforcing haunch 130c to reinforce the tensile stress caused by the minor moment of pier caution, which may be additionally generated due to the continuous bridge during excessive working load. Maintain the structure to be used by introducing

Here, mounting grooves (130a) for receiving the mounting projections (120a) is formed at both ends of the precast PSC beam 130, the precast receiving beams (110, 120) on the top of the piers (10, 20) By placing the precast PSC beam 130 therebetween with a crane, it is mounted so as to be supported by the precast receiving beams 110 and 120 at both ends.

In addition, the precast PSC beam 130 has a cross-sectional shape of the center portion of the letter 'I', but is secured to the ends of the precast receiving beams 110 and 120 to be fixed to the first and second steel rods 160 and 161. And a larger cross section to withstand the tensile force of the tendon.

The filler 140 is intended to fill the gap generated between the precast PSC beam 130 and the precast receiving beams 110 and 120 made of precast with mortar or the like.

The precast intermediate diaphragm 150 in FIG. 10 is formed integrally with the precast PSC beam 130 so as to protrude in the direction perpendicular to the axial direction when the precast PSC beam 130 is manufactured, and is precast mounted in the axial direction. Orthogonal gaps between the precast intermediate diaphragms 150 connected to the PSC beams 130 are cast and cured with in-situ concrete 152 to introduce prestress by tensioning the orthogonal diaphragm reinforcement tendons 151. Each precast PSC beam 130 is integrated in the orthogonal direction.

As shown in FIGS. 6 and 7, the fastening mechanism 160 has a primary high strength having a predetermined tensile strength to fix the end precast receiving beam 120 and the precast PSC beam 130. Steel bar 162, fixed nut 162b fixed to one end of steel bar 162 and embedded in end precast receiving beam 120, sheath pipe 162c for supporting plate 163, rod precast PSC beam It consists of a tension nut 162a fastened to the steel bar 162 exposed to the outside through the connection protrusion 130b installed at the end. One end of the first high-strength steel bar 162 is fastened to the fixing nut 162b embedded in the end precast receiving beam 120, thereby acting in one piece, and tensioning and tightening the tension nut 162a exposed to the outside. The precast receiving beam 120 and the precast PSC beam 130 can be fixed to be in close contact with each other.

Hereinafter, the sequencing method of the PSC composite beam bridge 100 according to the first embodiment of the present invention will be described in detail.

Step 1 : As shown in Figs. 2 and 3, after the permanent bearings (111, 121) are mounted on the pier (10, 20), the precast bearing beam (110, 120) prepared in advance to the pier (10, 20) It is mounted on the permanent bearings (111, 121) to be arranged in the direction perpendicular to the axial axis. Accordingly, as indicated by a dotted line in FIG. 3, as one bearing 111 ′ supports one precast PSC beam 130, an upper portion of the piers 20 ′ is formed to be widened (20 ′: dotted line). Unlike the conventional structure having a limit that can only be displayed), in the structure according to the present invention, the permanent bearing 111 is symmetrically spaced apart from the center of the piers 20 so as not to be overturned by the live load transmitted from the bottom plate. As the tensile stress due to the moment acting on the pier 20 is minimized, and the compressive stress mainly acts on the pier 20, it is possible to design a small size and a supporting cross section of the pier 20 and the foundation structure. Become.

Step 2 : Tendons 112 and 112a of the precast receiving beams 110 and 120 placed in the axial direction perpendicular to the piers 10 and 20 are tensioned so that the precast receiving beams 110 and 120 have a supporting capability.

Step 3 : In order to prevent damage due to tensile stress due to the self-weight of the precast PSC beam 130, the primary tendon 132 of the precast PSC beam 130 is tensioned, as shown in FIG. As shown, the precast PSC beam 130 is lifted by a crane so that the mounting protrusions 110a and 120a protruding from the lower side of the precast receiving beams 110 and 120 are accommodated in the mounting groove 130a. Mount it to be supported by (110,120).

Step 4 : Since a predetermined gap is generated between the precast PSC beam 130 produced by the precast and the precast receiving beam 110, the gap is filled with mortar 140 as a filler.

Step 5 : The connection with the precast intermediate precast receiving beam 110 located between two precast PSC beams 130 arranged adjacent in the axial direction is connected to the precast PSC beam, as shown in FIG. The first high-strength steel bar 162 of the formed connecting projection (130b) is connected by tensioning with the second high-strength steel bar 161 installed in the reinforcing haunch (130c), the second continuous tendon 131 installed in the precast PSC beam It is tensioned and continued by introducing prestress.

Through such a simple process, it is possible to replace the conventional process of structurally connecting with a separate rebar for the continuation of the precast PSC beam, and the conventional process of placing concrete between the precast PSC beam in the field.

Step 6 : At the position where the precast PSC beam 130 and the end precast receiving beam 120 abut, as shown in FIG. 6, the precast PSC beam 130 is pre-installed in the fixing nut 162b embedded in the end precast receiving beam 120. Insert the first high-strength steel bar 162 in the connecting projection (130b) installed at the end of the cast PSC beam and tighten the end precast bearing beam and the precast PSC beam to be in close contact with each other integrally. Accordingly, since the precast PSC beam 130 is also confined by the end precast receiving beam 120 at the bridge 100 end, the structure of the bridge 100 is a square plate structure that is stable against live and dead loads applied to the bridge. Will behave.

Step 7 : As shown in FIG. 10, between the precast PSC beam 130 and the precast diaphragm 150 protruding in the axially orthogonal direction on one side, the site is cast with concrete 152, and the precast diaphragm Tendon 151 in the sheath tube buried in the perpendicular direction of the axial direction of 150 is tensioned and restrained with respect to the axial direction of each precast beam 130.

Step 8 : Install the bottom of the precast PSC beam 130 to the bottom of the copper plate and formwork to form the bottom plate, and cast concrete to form the bottom plate.

Step 9 : As shown in FIG. 6, the required amount of stranded wire is inserted into the secondary continuous tendon fixing unit 131a installed in the concrete block 131c on the upper surface of the end of the precast PSC beam 130, and the predetermined amount thereof is tensioned. Introduce an amount of prestress.

Step 10 : Secondary tension in the reinforcement chamfer 130c formed at the end of the precast PSC beam at the side of each pier according to the amount of tension applied to the tensile stress due to the minor moment around the pier expected in the final completion step. Retension a portion of the steel rod 161 or the secondary continuous tendon 131, or reduce the tension of the prestress introduced by using the secondary tensile steel rod 161 or the secondary continuous tendon fixing unit 131a Detension is performed.

Hereinafter, a second embodiment of the present invention will be described in detail with reference to FIGS. However, in describing the second embodiment of the present invention, the same or similar components that overlap with the above-described first embodiment are denoted by the same or similar reference numerals, and detailed description thereof will not distract from the gist of the present embodiment. It will be omitted to avoid.

11 to 14 illustrate a continuity structure of a prestressed concrete composite beam bridge according to a second embodiment of the present invention. FIG. 11 illustrates a shape of a PSC partial composite beam in which a partial bottom plate applicable to FIG. 1 is integrally manufactured. 12 is a perspective view showing the detailed structure of the 'A' part of Figure 1 when the PSC partial composite beam of Figure 11 is applied, Figure 13 is a 'B' of Figure 1 when the PSC partial composite beam of Figure 11 is applied 14 is a perspective view showing the detailed structure of the portion, and FIG. 14 is a diagram showing the configuration for forming the final bottom plate of the bridge using the PSC partial composite beam of FIG.

11 to 14, the continuity structure of the prestressed concrete composite beam bridge according to the second embodiment of the present invention is the bottom plate to be cast and cured on the upper surface of the precast PSC beam (130) The structure of the first embodiment 100 described above in that the partial bottom plate 171 having a part thickness of the part indicated by a dotted line is formed on the upper surface of the manufacturing floor in one piece with the precast PSC beam 130 in advance. Different.

As such, the second embodiment of the present invention has the advantage that the construction of the final bottom plate 172 is very simple since the partial bottom plate 171 is formed integrally with the precast PSC beam 130 in advance at the fabrication site. Have That is, as shown in FIG. 14, the final bottom plate after connecting the precast PSC beam 130 integrally cast with the partial bottom plate 171 to the precast receiving beams 110 and 210 in the axial direction and the axial direction. In this case, the steel beam 182 and the plate-shaped formwork are fastened to the steel tie rod 181 installed through the concrete spacer 183 on the upper surface of the partial bottom plate 171. Since the concrete of the bottom plate is cast using the system formwork using 180), the installation of the formwork becomes very simple and the height of the final bottom plate 172 can be easily adjusted. Here, the height of the spacer 183 coincides with the height of the predetermined final bottom plate 172. In other words, the second embodiment of the present invention enables a quick and low cost construction in a simpler process compared to the existing method of installing a grouping in the air between the PSC beam and the PSC beam.

Therefore, in contrast to the process of the first embodiment 100 described above, the process of the second embodiment is similar to steps 1 to 7 of the first embodiment 100, but the process after step 8 is as follows. Follow the steps.

Step 8 : As shown in Figure 13, when manufacturing the precast PSC beam 130 in the manufacturing site, the concrete on the upper surface of both ends of the partial bottom plate 171 of a partial thickness thinner than the thickness of the finished bottom plate integrally constructed with the beam The required amount of stranded wire is inserted into the secondary continuous tendon fixing unit 131a provided in the block 131c, and the predetermined amount of prestress is introduced.

Step 9 : Install the system formwork for placing the top and side surfaces of the partial bottom plate integrated with the precast PSC beam 130, and curing the concrete to form the final bottom plate.

Step 10 : Secondary tension in the reinforcement haun (130c) formed at the end of the precast PSC beam on each side of the pier according to the amount of tension applied to the tensile stress due to the minor moment around the pier expected to occur in the final completion stage. Retension a portion of the steel rod 161 or the secondary continuous tendon 131, or reduce the tension of the prestress introduced by using the secondary tensile steel rod 161 or the secondary continuous tendon anchorage 131a. Detension is performed.

15 and 16, a third embodiment 200 of the present invention will be described in detail. However, in describing the third embodiment of the present invention, the same or similar components that overlap with the above-described first and second embodiments are denoted by the same or similar reference numerals, and the detailed description thereof will be directed to the gist of the present embodiment. Omitted to avoid scattering.

15 and 16 illustrate a continuity structure of the prestressed concrete composite beam bridge according to the third embodiment of the present invention, and FIG. 15 illustrates a continuity structure of the prestressed concrete composite beam bridge according to the second embodiment of the present invention. 16 is a side view of FIG. 15.

As shown in the figure, the continuous bridge 200 of the prestressed concrete composite beam according to the third embodiment of the present invention, the two end precast receiving beam 120 in the bridge 30 erected at the intermediate point of the bridge ) Extends the configuration of the above-described first and second embodiments in that it includes arranged so as to face in opposite directions to each other.

More specifically, two end precast receiving beams 220 are arranged in different directions on the piers indicated by reference numeral 30 in FIGS. 14 and 15. This is preferable when the length of the bridge is long, because the construction of the entire bridge as one continuous bridge is because the stress change due to the temperature change or the earthquake, etc. acting on the bridge increases many adverse effects on the bridge structure. Through such a structure, even if the length of the bridge reaches several km to several tens of kilometers, it is possible to construct a bridge composed of a plurality of rectangular plate-like structures through separate continuous bridges.

It is apparent to those skilled in the art that the configuration 300 of the third embodiment can be applied to both the configurations of the first and second embodiments.

Hereinafter, a fourth embodiment 300 of the present invention will be described in detail with reference to FIGS. 17 to 22. However, in the description of the fourth embodiment of the present invention, the same or similar components that overlap with the above-described first to third embodiments are denoted by the same or similar reference numerals, and detailed description thereof will be given in the present embodiment. Omissions are made so as not to distract from the gist of the courtesy.

17 to 22 illustrate a continuity structure of a prestressed concrete composite beam bridge according to a fourth embodiment of the present invention, and FIG. 17 illustrates a continuity structure of a prestressed concrete composite beam bridge according to a fourth embodiment of the present invention. 18 is a side view of FIG. 17, FIG. 19 is a perspective view showing the detailed structure of the portion 'E' of FIG. 17, FIG. 20 is a perspective view showing the detailed structure of the 'D' portion of FIG. 17 is a perspective view showing the structure of the precast PSC beam of FIG. 17, and FIG. 22 is a side view of the precast PSC beam of FIG.

As shown in the figure, the continuous bridge 300 of the prestressed concrete composite beam according to the fourth embodiment of the present invention, the permanent bearing along the angular perpendicular direction of the bridge 20 of the bridge 20 erected at the intermediate point of the bridge ( Precast end precast end beams 310 mounted to be supported by 311, and precast ends mounted to be supported by permanent bearing 321 along the direction of the axial direction of the pier 10 erected at both ends of the bridge. The precast precast cross-section PSC beam 335 fixedly supported and mounted on the precast receiving beam 320, the precast intermediate precast receiving beam 310, and the precast precast cross-section PSC beam 335 The precast PSC beam 330 and the precast support beams 310 and 320 and the precast PSC beam are mounted so that both ends are supported by the end precast receiving beam 320 and the height H ′ and the cross section are substantially constant according to the distance. 330 four The filling comprises a filling material in the mortar (340).

That is, the fourth embodiment of the present invention is different from the other embodiments described above in that the precast cross-sectional PSC beam 335 is interposed between the intermediate precast receiving beam 310 and the precast PSC beam 330. Are discriminated against. This is because, in continuous bridges where the length of bridge span L is small (e.g., between 25m and 45m in length), the bending acts on the point and the middle part of the bridge even when the height H 'of the precast PSC beam is constant. It can withstand the stress caused by the moment, but in the case of a continuous bridge where the length of the bridge bridge L is long (for example, the length of the bridge is more than 45m), the sub-moment generated in the superstructure at the bridge area increases and The moment decreases relatively, and in order to suppress each stress caused by this moment, the height H of the beam around the pier must be larger than the height H 'of the precast PSC beam at the center of the bridge to be an economical and stable cross section. .

Conventionally, when manufacturing such long-long bridges, if one precast PSC beam including a cross section mounted between the bridge and the bridge is fabricated as one, the weight of the precast PSC beam is increased so that the single precast PSC beam is lifted by a crane. It is impossible to use the box girder type construction method that installs concrete and installs concrete after installing bridges and formwork between the bridge piers and the bridges. Although it had a problem that the manufacturing cost is greatly increased, but the fourth embodiment of the present invention is proposed as an alternative method to improve this and to build a more economical and efficient bridge.

Therefore, the precast precast cross section PSC beam 335 is formed much higher than the height H 'of the precast PSC beam 330 as compared with the height H shown in FIG. In addition, since the point at which the bending moment becomes zero in the bridge structure of both end forms is about 1/5 of the span L from the bridge, the length X of the precast precast cross-section PSC beam 335 is the bridge. From L / 6 to 4 / L is preferred, it is advantageously designed to a length of about L / 5.

In addition, the fourth embodiment of the present invention differs from the above-described embodiment in that the precast PSC beam 330 is formed by combining two or more precast segment PSC beams 330 '. Through this, since the precast segment PSC beam 330 'can be manufactured at the factory, not at the manufacturing site, and transported to the site, the precast segment PSC beam 330' can be manufactured more quickly and cheaply.

Here, each of the precast segment PSC beams 330 'arranged in the longitudinal direction at the fabrication site adjacent to the site and the concrete site-pouring 399 are connected to the areas adjacent to each other and constrained in the transverse direction of this point. The concrete is made by pouring the diaphragm 350. Then, each precast segment PSC beam 330 'adjacent to the diaphragm 350 in the axial direction is inserted a necessary amount of strand into the inner tendon insertion sheath tube and tensions the primary tendon 332 to prestress precast. By introducing prestress into the PSC beam, they are integrated with each other and become a continuous precast PSC beam 330 structure. Then, in the gap between the diaphragms 350 in the orthogonal direction, the site is 352 made of concrete, and then the diaphragm reinforcement tendon 351 is tensioned to introduce the prestress in the orthogonal direction.

In addition, the partial bottom plate 371 is previously formed in the factory on the upper surface of the precast segment PSC beam 330 'is transported to the bridge construction site. However, the present invention is not limited thereto, and since the partial bottom plate 371 is manufactured at the factory, it is not formed in the precast segment PSC beam 330 ', and the entire bottom plate is in the field according to the method of the first embodiment. It includes construction.

Hereinafter, as shown in the drawing, the precast PSC beam 330 to which the partial bottom plate 371 is formed in advance will be described in detail.

Hereinafter, the sequencing method of the composite beam bridge according to the fourth embodiment of the present invention will be described in detail.

Step 1 : As shown in Figs. 17 and 18, after the permanent bearings (311, 321) are mounted on the pier (10, 20), the precast bearing beam (310, 320) of the pre-fabrication of the pier (10, 20) It is mounted on the permanent bearings (311, 321) to be arranged in the direction perpendicular to the axial axis.

Step 2 : A predetermined distance from the piers 20 so that the precast precast side face PSC beam 335 manufactured in the factory or the manufacturing site is mounted on the first roughening protrusion 310a of the intermediate precast receiving beam 310. On the temporary support 391 on the temporary pier 390 installed at a spaced apart position, the precast edge section PSC beam 335 which is integrally manufactured with the partial bottom plate 371 is installed in the axial direction.

Step 3 : As shown in Fig. 20, the precast receiving beam 310 and the strand-inserting sheath tube 336c insulated in the precast end surface PSC beam 335 are integrated and the gap between the beams is mortar 340. Fill with).

Step 4 : Inserting the strand 336 into the primary tendon sheath pipe 336c for the primary connection provided between the precast receiving cross section PSC beam and the precast receiving beam 310 with respect to the precast receiving beam 310. It is possible to remove the temporary piers 390 by introducing the prestress by tension, thereby connecting and integrating each other, and introducing a compressive force into the precast edge PSC beam.

Step 5 : Arranging the precast segment PSC beam 330 'made to be transportable in the factory in the longitudinal direction by the required quantity for the length of the one section designed at the manufacturing site near the site, and then joining the sites between the precast segment PSC beams. (399) is cast in the field and connected to each other, and also the concrete to the diaphragm (350) for restraining them in the transverse direction of this point is manufactured to protrude in the axial direction perpendicular to the precast PSC beams. At this time, the precast segment PSC beam 330 'is transported to the site in the state of a composite beam in which a partial bottom plate 371 is integrally formed at the factory. Here, the diaphragm 350 is preferably formed to include the bonding portion 399, so that the in-situ casting process of the concrete is easy, but the diaphragm 350 may be formed separately from the bonding portion 399.

Then, pretension is introduced by tensioning the primary tendons 332 and 332a to the precast uniform cross-section PSC beam 330, and then precast uniform cross-section precast PSC beam 330 is pre-installed on both sides of the piers. The mounting groove 330a of the precast PSC beam 330 is fitted to the mounting protrusion 335a of the precast edge PSC beam 335. Here, the precast uniform cross-section PSC beam 330 is not necessarily limited to having a uniform height (H ') throughout, the degree of change in the cross-section is insignificant compared to the precast cross-section PSC beam 335 It includes.

Step 6 : After arranging the mounting protrusions 335a of the precast cross-section PSC beam 335 and the mounting grooves 330a of the uniform cross-section precast PSC beam 330 to coincide with each other, the gap between the two beams is mortar 340. Fill with). At this time, for convenience of arrangement, the groove (not shown) formed on the bottom surface of the mounting groove 330a of the uniform cross-section precast PSC beam 330 on the upper surface of the mounting projection 335a of the precast edge-side PSC beam 335. ) Projections are formed.

Step 7 : the high strength steel bar 362 which is vertically penetrated through the uniform cross-section precast PSC beam 330 to the high-strength steel rod fixing nut 362b embedded in the mounting projection 335a of the precast edge PSC beam 335. The bridges are continuous by integrating the two beams and tensioning the second continuous tendon 331 in each beam to introduce prestress.

Step 8 : Precast Cross-section PSC Beam 335 Uniform Section Precast PSC beam 330 Diaphragm 354 of each precast PSC beam installed in the direction of the axial orthogonal direction of the connection portion of the precast PSC beam 330 is placed in the field and embedded in the diaphragm. Tension in the perpendicular direction of the axial tendon 351 to constrain each beam 330 in the perpendicular direction. In addition, the gap 352 between the diaphragms 350 protruding in the orthogonal direction is formed at the junction of the precast segment PSC beam 330 'by filling in place with concrete, and the orthogonal direction is the protruding direction of the diaphragm 399. Strains tendon.

Step 9 : As in the above-described third embodiment, when fabricating the precast PSC beam 330 in the fabrication site, the upper surface of the both ends of the partial bottom plate 371 thinner than the thickness of the finished bottom plate integrally constructed with the beam. The required amount of stranded wire is inserted into the secondary continuous tendon fixing unit 131a installed in the concrete block 131c and is tensioned to introduce a predetermined amount of prestress.

Step 10 : Install a system formwork to cast the top and side surfaces of the partial bottom plate 371 integrated with the precast PSC beam, and pour concrete to form the final bottom plate.

Step 11 : Secondary tension in the reinforcing haunches formed at the ends of the precast PSC beams 330 on the side of each pier according to the amount of tension applied against the tensile stress due to minor moments around the pier expected to occur in the final completion stage. Retension a portion of the steel rod 361 or the secondary continuous tendon 361, or reduce the tension of the prestress introduced by using the secondary tensile steel rod 361 or the secondary continuous tendon fixing device 131a. Detension is performed.

In the above, the preferred embodiments of the present invention have been described by way of example, but the scope of the present invention is not limited to these specific embodiments, and may be appropriately changed within the scope described in the claims. In other words, among the above-described embodiments, the structure for mounting the precast receiving beam 130 on the piers 10 and 20 and for mounting the precast cross section PSC beam 335 and the precast receiving beam 130 ) To form the precast PSC beam 330 with two or more precast segment PSC beams 330 'in a configuration to mount on the piers 10 and 20, although these have been described through one embodiment, It also belongs to the scope of the present invention.

Not only this, but also the structure in which the partial bottom plate 371 is placed on the upper surface of the precast PSC beam 330 in advance, and the structure in which the diaphragms 150 and 350 are formed in the perpendicular direction of the axial axis to form a continuous plate-like structure is also provided. It can be implemented independently.

The present invention is a precast PSC partial composite beam pre-poured together with a part thickness of the bottom plate in a state in which a precast receiving beam made of precast is mounted in a direction perpendicular to the axial direction on a permanent bearing of a pier top (coping). And then simply mount it on the precast receiving beam on the pier, then connect the precast PSC partial composite beams adjacent to each other in the axial direction with the 1st and 2nd high strength steel bars interconnected around the precast receiving beam. The second continuous tendon installed in the cast PSC beam is tensioned on the upper surface of the PSC partial composite beam and prestress is introduced, and then the remaining final bottom plate is poured, so that a plurality of simple beam-shaped bridges supported by the pier can be continued. Prestressed concrete that not only can be constructed within the construction period, but also the work is simplified It provides a structure and method of sequencing seongbim bridges.

In addition, the present invention has a merit that the construction is very simple since only one permanent bearing supporting the precast bearing beam is installed without using the temporary bearing for continuity of the bridge.

In addition, the present invention is to connect the two precast PSC beams adjacent to each other in the axial direction by the first and second high-strength steel rods interconnected to the precast receiving beams to tension the precast PSC beams to each other, and to install the two precast PSC beams. Since it is continuous by introducing prestress by tensioning the next continuous tendon, it has an advantageous effect of eliminating the work connecting the adjacent precast PSC beams with reinforcing bars.

In addition, since the present invention does not cast and cure concrete in the field by applying a precast receiving beam manufactured by precast in a factory or a manufacturing site, a work required for sequencing can be simplified and construction time can be greatly shortened. .

Furthermore, the present invention requires only a few bearings, since one precast bearing beam is mounted in the axial direction perpendicular to the pier so as to be supported by a small amount of two to three permanent bearings. It has the advantage of eliminating the work required.

In addition, in the present invention, since the precast receiving beam is supported by permanent bearings spaced at a predetermined distance from both sides of the pier in the middle of the pier (coping), the use load or dead load acting on the bottom plate is precast PSC composite. It acts on the precast bearing beam through the beam, and this load is transmitted to the pier through permanent bearings at the top of the pier. This is mainly due to the compressive stress acting on the pier columns, and thus the tensile stress component acting on the pier for conventional PSC composite beams. Has the advantage of being able to remove. Accordingly, it is possible to remove a portion of the upper portion of the bridge (coping) extending in the direction perpendicular to the bridge axial direction, it is possible to implement a more economic pier pillars and foundation structures.

Claims (26)

A precast receiving beam mounting step of mounting a precast receiving beam made in advance so as to be supported by a permanent bearing on the pier; A precast PSC beam mounting step of tensioning the primary tendons of the precast PSC beams pre-fabricated and then placing the pretend PSC beams in the axially orthogonal direction of the precast support beams so that both ends thereof are supported by the precast support beams; A filling step of filling a gap between the precast receiving beam and the precast PSC beam; A precast PSC beam connection fixing step of connecting and fixing the precast receiving beam and the precast PSC beam adjacent in the axial direction thereof; A composite beam forming step of forming a concrete composite beam by forming a bottom plate on an upper surface of the precast PSC beam; Introducing prestress into the precast PSC beam by tensioning a second consecutive tendon passing through the at least two precast PSC beams arranged in the axial direction; A continuous method of prestressed concrete composite beam bridge, characterized in that configured to include. The method of claim 1, The precast PSC beam connection fixing step is a sequential construction method of prestressed concrete composite beam bridge, characterized in that by tensioning any one or more of the high-strength steel rod, tendon, which connects the precast receiving beam and the precast PSC beam. . The method of claim 1, A precast concrete diaphragm protrudes from the precast PSC beam in the axially orthogonal direction, and site-cast concrete in the axial orthogonal gap between the precast diaphragms; Tensioning a diaphragm reinforcement tendon that penetrates the precast diaphragms and the precast PSC beams in an axially orthogonal direction; A continuous method of prestressed concrete composite beam bridge, characterized in that it further comprises. The method of claim 1, Before the precast PSC beam mounting step, Curing the joints between each of the precast segment PSC beams arranged in the longitudinal direction, curing them, connecting and fixing the precast segment PSC beams, and forming a diaphragm to protrude in the transverse direction of the precast segment PSC beams. Forming a continuous precast PSC beam in the axial direction; And further comprising, after the precast PSC beam connection fixing step, site-casting the gaps between the diaphragms with concrete; Continuous process of prestressed concrete composite beam bridge, characterized in that it further comprises. The method of claim 1, wherein the precast PSC beam connection fixing step comprises: In order to fix the precast receiving beam for mounting only one side of the precast PSC beam and the precast PSC beam adjacent to the precast receiving beam, The end of the precast PSC beam is brought into close contact with the precast support beam with a nut fixed at one end to the precast support beam and movable at the other end along the axial direction of the steel rod exposed to the outside through the precast PSC beam. To make a sin step; A continuous method of prestressed concrete composite beam bridge, characterized in that it comprises a. The method according to any one of claims 1 to 4, The precast PSC beam is formed of a precast partial composite beam in which a partial bottom plate formed with a partial thickness of the bottom plate is previously manufactured integrally with an upper surface thereof. Forming the concrete composite beam, Installing a plate-shaped system formwork connecting the bottom of the partial bottom plate to place concrete between the partial bottom plates of precast PSC beams; Placing concrete on an upper surface of the partial bottom plate and an upper surface of the formwork to form a bottom plate; A continuous method of prestressed concrete composite beam bridge, characterized in that it comprises a. The method according to any one of claims 1 to 4, wherein the precast PSC beam mounting step comprises: A pair of precast receiving beams for mounting the precast PSC beam only on one side is arranged to be supported by the precast receiving beam in a state in which the pairs of precast receiving beams are arranged side by side on a pier so as to face in opposite directions to each other. A continuous method of prestressed concrete composite beam bridge, characterized in that it comprises. The method according to any one of claims 1 to 4, The step of introducing prestress into the precast PSC beam is accomplished by tensioning the second continuous tendon imparted to the precast PSC beam, When the tension applied to the precast PSC beam is insufficient, the secondary high-strength steel rod or the second end of the precast PSC beam located on both sides of the precast receiving beam on the pier to pass through the precast receiving beam or the Restressing to the second consecutive tendon; When the tension applied to the precast PSC beam is excessive, a tension reduction operation for removing the applied prestress is performed. A precast receiving beam mounting step of mounting a precast receiving beam made in advance so as to be supported by a permanent bearing on the pier; One end of a precast precast edge PSC beam is supported by the precast base beam and the other end is supported by a temporary pier. Then, the precast base beam and the precast edge PSC beam are connected to each other. Installing a precast cross section PSC beam to be used; A precast PSC beam mounting step of tensioning a primary tendon of a precast PSC beam pre-fabricated, and then mounting a plurality of pretend PSC beams in a axially orthogonal direction of the precast receiving beam so that both ends thereof are supported by the precast side face PSC beam; Filling a gap between the precast receiving beam and the precast side face PSC beam and a gap between the precast side face PSC beam and the precast PSC beam; A precast PSC beam connection fixing step of connecting and fixing the precast receiving beam and the precast side face PSC beam adjacent in the axial direction thereof; A composite beam forming step of forming a concrete composite beam by forming a bottom plate on the precast side face PSC beam and the precast PSC beam; Introducing prestress into the precast PSC beam by tensioning a second consecutive tendon passing through the at least two precast PSC beams arranged in the axial direction; A continuous method of prestressed concrete composite beam bridge, characterized in that configured to include. The method of claim 9, A precast concrete diaphragm protrudes from the precast PSC beam in the axially orthogonal direction, and site-casting concrete in the axial orthogonal gap between the precast diaphragms; Tensioning a diaphragm reinforcement tendon that penetrates the precast diaphragms and the precast PSC beams in an axially orthogonal direction; A continuous method of prestressed concrete composite beam bridge, characterized in that it further comprises. The method of claim 9, Before the precast PSC beam mounting step, Curing the joints between each of the precast segment PSC beams arranged in the longitudinal direction, curing them, connecting and fixing the precast segment PSC beams, and forming a diaphragm to protrude in the transverse direction of the precast segment PSC beams. Forming a continuous precast PSC beam in the axial direction; And further comprising, after the precast PSC beam connection fixing step, site-casting the gaps between the diaphragms with concrete; Continuous process of prestressed concrete composite beam bridge, characterized in that it further comprises. The method according to any one of claims 9 to 11, The step of introducing prestress into the precast PSC beam is accomplished by tensioning the second continuous tendon imparted to the precast PSC beam, If the prestressing force applied to the precast PSC beam is insufficient, the two ends of the precast PSC beam positioned on both sides of the precast receiving beam on the pier with the precast side cross-section PSC beam interposed therebetween. Restressing the secondary high strength steel rod or the secondary continuous tendon installed to penetrate the secondary rod; When the tension applied to the precast PSC beam is excessive, a tension reduction operation for removing the applied prestress is performed. The method according to any one of claims 9 to 11, The precast PSC beam is formed of a precast partial composite beam in which a partial bottom plate formed with a partial thickness of the bottom plate is previously manufactured integrally with an upper surface thereof. Forming the concrete composite beam, Installing a plate-shaped system formwork connecting the bottom of the partial bottom plate to place concrete between the partial bottom plates of precast PSC beams; Placing concrete on an upper surface of the partial bottom plate and an upper surface of the formwork to form a bottom plate; A continuous method of prestressed concrete composite beam bridge, characterized in that it comprises a. The method according to any one of claims 9 to 11, wherein the precast PSC beam mounting step is A pair of precast receiving beams for mounting the precast PSC beam only on one side is arranged to be supported by the precast receiving beam in a state in which the pairs of precast receiving beams are arranged side by side on a pier so as to face in opposite directions to each other. A continuous method of prestressed concrete composite beam bridge, characterized in that it comprises. A precast pedestal mounted to be supported by a permanent bearing on the pier; Precast PSC beams are arranged in a plurality of pre-axial direction so that both ends are supported and mounted on the precast pedestal; A filler filled between the precast pedestal and the precast PSC beam; Tension means for embedding or penetrating the precast PSC beam and the precast pedestal so as to connect and fix the precast PSC beam and the precast pedestal or to introduce prestress into the precast PSC beam; A concrete slab cured bottom plate on the top surface of the precast PSC beam; Continuous structure of prestressed concrete composite beam bridge, characterized in that configured to include. The method of claim 15, A diaphragm protruding in a direction perpendicular to the axial direction of the precast PSC beam; Concrete filling the gap in the direction perpendicular to the throttle between the diaphragms; A continuous structure of prestressed concrete composite beam bridge, characterized in that further comprises. A precast pedestal mounted to be supported by a permanent bearing on the pier; Both ends are supported and mounted on the precast pedestal, and the joints formed by connecting two or more precast segment PSC beams are connected to each other in the axial direction by making a diaphragm in the transverse direction of the joint site and integrating them. A cast PSC beam; Concrete filling the gap in the axial direction perpendicular to the diaphragm; A filler filled between the precast pedestal and the precast PSC beam; Tension means for embedding or penetrating the precast pedestal placed between the precast PSC beams to connect and fix the precast PSC beam and the precast pedestal or to introduce prestress into the precast PSC beam; A concrete slab cured bottom plate on the top surface of the precast PSC beam; Continuous structure of prestressed concrete composite beam bridge, characterized in that configured to include. A precast pedestal mounted to be supported by a bearing on the pier upper portion; A precast side face PSC beam having one end fixedly supported in the axial direction by the precast pedestal in which the precast PSC beam is mounted on both sides of the pier in the axial direction; The precast PSC beam having both ends supported on the other end of the precast side face PSC beam, or both ends supported on the other side of the precast pedestal PSC beam and supported on the precast pedestal above the piers; A filler filled in a gap between the precast pedestal and the precast edge face PSC beam, and a gap between the precast edge face PSC beam and the precast PSC beam; It is formed so as to be embedded in one or more of these, or penetrates any one or more of these, to connect any two or more of the precast PSC beam, the precast cross-sectional surface PSC beam, the precast pedestal together, fixing them connected Or tension means for introducing prestress into the precast PSC beam; A concrete slab cured bottom plate on the top surface of the precast PSC beam; Continuous structure of prestressed concrete composite beam bridge, characterized in that configured to include. The method of claim 18, A diaphragm protruding in a direction perpendicular to the axial direction of the precast PSC beam; Concrete filling the gap in the direction perpendicular to the throttle between the diaphragms; Continuous structure of prestressed concrete composite beam bridge, characterized in that further comprises. The method of claim 18, The length (X) of the precast cross section PSC beam protruding from the bridge is L / 6 to L / 4 of the span L between the bridges. The method of claim 18, The precast pedestal is provided with a first roughening protrusion protruding from a surface adjacent to the precast side face PSC beam such that one end of the precast side face PSC beam is fixedly supported and mounted on the precast pedestal surface PSC beam. A first groove is recessed to accommodate the first groove; On the other end of the precast side face PSC beam, a second roughening protrusion is formed on a surface adjacent to the precast PSC beam so as to support and hold the precast PSC beam, and the second roughening protrusion is formed on the precast PSC beam. A continuous structure of prestressed concrete composite beam bridge, characterized in that the second recess groove is formed to accommodate. A precast pedestal mounted to be supported by a bearing on the pier upper portion; A precast edge surface PSC beam having one end fixedly supported in the axial direction by the precast pedestal in which the precast PSC beam is mounted on both sides in the axial direction of the pier among the piers; Both ends are supported and mounted on the other end of the precast edge PSC beam, or both ends are supported and mounted on the other end of the precast edge PSC beam on the other end of the precast edge PSC beam, and two or more precast segment PSCs are supported. A precast PSC beam connected to the junction between the beam and the beam, the diaphragm being fabricated in the transverse direction of the junction, and integrated with each other in the axial direction; Concrete filling the gap in the axial direction perpendicular to the diaphragm; A filler filled in a gap between the precast pedestal and the precast edge face PSC beam, and a gap between the precast edge face PSC beam and the precast PSC beam; It is formed so as to be embedded in one or more of these, or penetrates any one or more of these, to connect any two or more of the precast PSC beam, the precast cross-sectional surface PSC beam, the precast pedestal together, fixing them connected Or tension means for introducing prestress into the precast PSC beam; A concrete slab cured bottom plate on the top surface of the precast PSC beam; Continuous structure of prestressed concrete composite beam bridge, characterized in that configured to include. The method according to any one of claims 15 to 22, The precast pedestal which mounts the precast PSC beam on both sides of the precast side surface PSC beam in the axial direction around the piers is placed in the form of a beam along the perpendicular direction of the pier. A prestressed concrete composite beam bridge is a continuous structure of a prestressed concrete composite beam bridge, characterized in that formed in the receiving beam, the precast PSC beam is arranged in a plurality of axially perpendicular to the precast receiving beam. The method of claim 23, wherein The continuity structure of the prestressed concrete composite beam bridge, characterized in that the distance between the bearings located at the outermost in the perpendicular direction of the bridge to support the precast receiving beam is formed less than 2/3 of the width of the precast concrete composite beam bridge . The method of claim 23, wherein And said tensioning means comprises a continuous tendon that simultaneously penetrates said precast PSC beam and said precast pedestal. The method of claim 23, wherein The precast pedestal is provided with a protruding protrusion protruding from a surface adjacent to the precast PSC beam so as to support while holding the precast PSC beam; The precast PSC beam is a continuous structure of the prestressed concrete composite beam bridge, characterized in that the recessed groove is formed to accommodate the mounting projection.

Images