KR20100117309A - Prestress concrete composite girder with prestress non-introducing portion provided at both ends, manufacturing method thereof, and built-up type slab bridge construction method using the same - Google Patents

Abstract

PURPOSE: A prestress concrete composite girder with prestress non-introduction parts, a manufacturing method thereof, and a construction method of a prefabricated slab bridge using the same are provided to reduce installation costs by minimally reducing a concrete placing work. CONSTITUTION: A prestress concrete composite girder is composed of steel wires(11), prestress non-introduction parts(25), and concrete. The steel wires are installed on the front surface at uniform intervals. The prestress non-introduction parts are formed in both ends of the girder using the steel wires. The concrete is placed and is hardened so that exposed steel wires(12) and exposed reinforcing bars(14) can be installed in both ends of the girder.

Description

Prestress concrete composite girder with prestress non-introducing portion provided at both ends, manufacturing method according to both ends, and built-up type slab bridge construction method using the same}

The present invention is to be applied to the installation of the bridge bridge to install the remnant bridge or to cover the river to install a pier of a constant size on the coast.

That is, a lower support is installed on the upper part of the steel pipe piles, which are installed in a lattice form on the ground, and a prestressed concrete composite girder is mounted on the lower support, and the vertical reinforcement installed on the steel pipe pile and the ends of the prestressed concrete composite girder. The girder connection portion which mutually combines the protruding steel wire and the exposed steel reinforcement with the loop reinforcement and combines them with the radial reinforcing bar, and the prestressed concrete panel on which the prestressed non-introduction part is installed at both ends of the prestressed concrete composite girder, and the girder with concrete The present invention relates to a method of constructing a prefabricated slab bridge in which a slab is installed by placing it on a joint and a prestressed concrete composite girder.

In addition, the prestressed concrete girder and the precast concrete panel is manufactured by using a girder fabrication table to selectively introduce the prestress only to the portion except the both ends, while preventing the prestress to be introduced at both ends, Prestress is introduced, and both ends are provided with exposed steel wire or exposed steel wire and exposed steel bars extending a certain length.

Conventionally, in order to install a bridge in a river or a beach, a clamshell is installed, reinforcement and concrete are laid to form a foundation by excavating the internal ground where the clamshell is installed, and then a foundation is installed thereon. As the bridge is installed, the bridge device is installed thereon, and the girder is installed thereon, and the bridge is installed. As a result, the construction period is excessively consumed.

The present invention has been proposed to provide a bridge construction method having economical efficiency and efficiency that can reduce the construction cost while reducing the construction period more efficiently while improving the above problems.

The lower support is installed on the upper part of the plurality of steel pipe piles installed to be utilized as a bridge pier on the soft ground of the lower floor, and the plurality of vertical reinforcing bars are installed to the inner support plate installed at a predetermined depth inside the steel pipe pile, and the lower support Radiating installed on the roof reinforcement, mounted on the prestressed concrete girder, the exposed steel wire and exposed reinforcement exposed to both ends of the prestressed concrete composite girder and the vertical reinforcement, and interconnected with the loop reinforcement, Install the girder connection part with reinforcing bar, and install the precast concrete panel with the prestress non-introduction part on both ends of the prestressed concrete girder like flooring, and cast concrete on the girder connection part and the precast concrete panel. Hardening to form slabs To build a prefabricated slab bridge.

The precast concrete panel and prestressed concrete girder with prestressed non-introduced parts at both ends on the factory-supported lower support base are prefabricated on the steel pipe piles installed in a lattice form on the ground. It is to provide a construction method that improves the construction efficiency and economics by reducing the construction work and labor costs by simply assembling and installing the prefabricated materials while reducing the concrete work.

The present invention installs a plurality of steel pipe piles can be used as a bridge pier directly on the lower bed of the river bed in a grid or a plurality of types, and then install a lower support on top of the steel pipe pile, the frist on the lower support Radial reinforcement radially installed on the roof reinforcement while the rest concrete girder is installed in various directions, and the exposed steel wire and the exposed reinforcement exposed to both ends of the prestressed concrete girder and the vertical reinforcement installed in the steel pipe pile are mutually bound by the loop reinforcement. After installing the girder connection portion connecting the pre-cast concrete panel installed on both ends of the pre-stressed concrete composite girder mounted on the lower support, and then pour hardening concrete on the girder connection portion and the precast concrete panel Install the slab To install a prefabricated slab bridges.

The present invention installs a plurality of steel pipe piles can be used as a bridge pier directly on the lower bed of the river bed in a grid or a plurality of types, and then install a lower support on top of the steel pipe pile, the frist on the lower support Radial reinforcement radially installed on the roof reinforcement while the rest concrete girder is installed in various directions, and the exposed steel wire and the exposed reinforcement exposed to both ends of the prestressed concrete girder and the vertical reinforcement installed in the steel pipe pile are mutually bound by the loop reinforcement. After installing the girder connection portion connected to the prestressed concrete girder mounted on the lower support, precast concrete panels with prestressed non-introduced portions are installed at both ends, and then cast concrete on the girder connection and the precast concrete panel. To harden the slab To install a prefabricated slab bridges.

The compressive force generated by the parent acting on the girder joint and the concrete placing pile joint by connecting the girder connecting portion and the concrete placing pile connecting part by using the portions where no prestress is introduced at both ends of the girder is reduced by the prestress unintroducing portion of the girder. It is.

In addition, the prestressed concrete girder, precast concrete panel, steel pipe pile, lower supporter, etc., which are prefabricated in the factory, are pre-fabricated, and the bridge is installed with minimal concrete placing work. It is an efficient and economical bridge installation method to reduce the installation cost while reducing the period.

The configuration and operation of the present invention will be described in detail with reference to the accompanying drawings.

1 is a view showing a prestressed concrete composite girder of the present invention, Figure 2 (a) (b) (c) (d) is a process for producing a prestressed concrete composite girder of the present invention using a girder production stage Figure 3 is a view showing the end pressure steel plate of the girder production table of Figure 2, Figure 4 is a view showing a movable acupressure steel sheet of the girder production table of Figure 2, Figure 5 is a wire fastening pressure of the girder production table of Figure 2 Figure 6 (a) (b) is a view showing the state in which the steel wire is fastened to the steel wire fastening pressure steel plate of the girder manufacturing table of Figure 2 in detail, Figure 7 using the prestressed concrete composite girder of the present invention 8 is a cross-sectional view showing a cross section of FIG. 7, and FIGS. 9A and 9B are installed to span the upper end of the steel plate pile of the prefabricated slab bridge of the present invention. above Figure 10 is a view showing in detail the lower support to support the girder to be installed, Figure 10 is a view showing that the concrete pour pile connection portion installed over a certain range on the upper portion of the steel pipe pile which is a pillar of the prefabricated slab bridge of the present invention and the shear connection material installed therein 11 is a girder connection portion interconnecting the exposed steel wire and exposed steel of the girder mounted on the lower support installed on the upper portion of the steel pipe pile and the reinforcing steel installed in the steel pipe pile with a loop reinforcement to install the prefabricated slab bridge of the present invention. FIG. 12 is a cross-sectional view of the side surface, and FIG. 12 is a view showing the plane of FIG. 11, and FIG. 13 is a precast non-stressed portion installed at both ends by using a girder manufacturing stand of the present invention so that exposed steel wires are disposed at both ends. Detailed view showing a concrete panel, Figure 14 is a free of the present invention A diagram illustrating that a floor rug, as arranged between the cast concrete and prestressed concrete pannelreul composite girder.

The present invention is to be applied at the time of installing the remnant bridge to install a pier of a certain size on the shore or the installation of the open bridge to cover the river, by using the girder manufacturing platform 30 installed to selectively introduce the prestress The prestressed concrete composite girders (10) and the steel pipe piles (81) mounted on the steel pipe pile (81) installed as a column using the prepared prestressed concrete composite girder (10) Install the point connecting portion 120 interconnecting the reinforcing bars (101, 102, 103) installed in the inside, and by using the girder fabrication table 30 to install a portion 25, the pre-stress is not introduced into a predetermined portion of both ends The fabricated precast concrete panel 121 is installed on the prestressed concrete composite girder 10 as a floor, and the slab reinforcement is disposed thereon, and the point connection part ( 120) and the prefabricated slab bridge (80) installed by placing concrete on the precast concrete panel (121).

That is, the lower support portion 90 is mounted on the upper end of the steel pipe pile 81 installed in a plurality of lattice type on the ground 31, the inner support plate 83 in close contact with the inner surface in the lower portion of the steel pipe pile 81. The concrete placing pile connecting portion 110 is installed to be installed, a plurality of vertical reinforcement 101 is installed in the steel pipe pile 81 of the concrete placing pile connecting portion 110, and the prestressed concrete composite on the lower support 90 The girders 10 are installed in four directions, three directions, or two directions, respectively, and exposed steel wires 12 and exposed steel bars 14 and vertical reinforcing bars exposed at both ends of the prestressed concrete composite girder 10 installed in the various directions. While binding the 101 to the loop reinforcement 102, and install the point connection portion 120 including the girder connecting portion 100 in which the radial reinforcement 103 is radially installed on the loop reinforcement 102, the prestressed concrete composite It is free at both ends on girder (10) The precast concrete panel 121 with the tresmi introduction part 25 is installed in close contact with the floor, and the concrete is poured on the point connection part 120 and the precast concrete panel 121 to install the slab. It is a prefabricated slab bridge (80).

First, the girder 10 used in the bridge of the present invention will be described.

The prestressed concrete composite girder 10 is provided with a steel wire (11) provided at regular intervals on the front end surface of the girder, pre-stressed non-introduction portion 25 is not introduced into the predetermined portion of both ends of the girder using the steel wire To the other parts, the prestress is introduced to the pre-stress introduction portion 20 is introduced, and both ends of the concrete to install the exposed steel wire 12 and the exposed reinforcing bars (14) to a certain length is manufactured As girder of, it is named as SPC girder.

By installing a plurality of shear connector on the top of the girder to be integrated with the slab concrete that is later poured.

As described above, without using steel such as H-shaped steel, evenly arranged at regular intervals on the shear surface of the girder with only the steel wire 11, and when the prestressed tension force is introduced into the evenly arranged steel wire, In order to prevent the pre-stress is introduced into the part, and the other part is introduced to the pre-stress, the girder manufacturing table 30 as shown in FIGS.

In addition, when manufacturing the girder by using the girder manufacturing table of the present invention, the girder of various forms in which the steel wire 11 is arranged in the above manner, that is, the form in which the girder is generally used, as well as the characteristics of the girder is used. It is possible to produce a specific type of girders that can be saved, and at the same time, by using the girder manufacturing platform, the tension can be selectively adjusted for each part of the girder, or the tension can be selectively introduced only at a specific position. Differently sized tensions can be introduced differentially into the placed steel wires.

The process of manufacturing the girder 10 using the girder production table 30 will be described in detail with reference to FIG. 2.

The support base 40 is installed to face the ground 31 at regular intervals, and a plurality of through holes 43 are installed in the vertical support part 41 of the support 40 while the pipes in the through holes 43 44) is installed as shown in FIG.

When the process is completed, install the end pressure-bearing steel plate 50 is formed with a plurality of through holes 51 on both sides of the vertical support portion 41,

A movable acupressure steel plate 60 having a plurality of through holes 61 formed outside the vertical support part 41 is provided.

On the inner side of the vertical support portion 41 is provided with a steel wire fastening pressure steel plate 70 in which a plurality of through holes 71 and steel wire fastening holes 72 are formed at the same time,

Steel bars 32 through the through holes 43 formed in the vertical support portion 41 and through the through-holes 61 and 71 of the movable pressure-bearing steel plate 60 and the steel wire fastening pressure-steel plate 70 respectively installed on the inner and outer surfaces thereof. To install Figures (b) fixed to each of the nuts (36).

Subsequently, as shown in (c), the ends of the steel wire 11 is fastened to a plurality of steel wire fastening holes 72 formed in the steel wire fastening pressure steel plate 70.

When the process is completed, the girder manufacturing table 30 is installed between the vertical support portion 41 and the movable acupressure steel sheet 60, the hydraulic jack 34 is installed,

Forming a solidification time delay adhesive resin coating portion 21 coated with the solidification time delay adhesive resin material to a predetermined distance from both ends of the girder on the installed steel wire,

When the movable jack steel plate 60 is pushed outward by generating a stroke in the hydraulic jack 34, the steel wire fastening pressure steel plate 70 interconnected by the steel bar 32 moves toward the support 40, and the steel wire fastening pressure steel sheet The steel wire 21 fastened and connected to the steel wire fastening hole 72 of the 70 is also pulled so that the tension force is introduced into the steel wire while the end pressure plate is embedded in the outer surface of the steel rod 32 and the vertical support with the fastening nut 35. Fasten and secure the (50),

Placing concrete to manufacture a plurality of girders, including a plurality of steel wires 11 in a state where a tension force installed between the support 40 installed on both sides is introduced,

After the curing of the concrete is completed, the steel wire 11 installed between the girder and the girder is cut, so that the exposed steel wire 12 is installed, and at the same time, the reinforcing bars are exposed to both ends of the girder to form a girder. Install 14,

The prestress of FIG. 1 in which prestress is selectively introduced only to a desired portion through the process of FIG. D, which deviates from the steel wire 11 fastened to the steel fastening hole 72 installed in the steel wire fastening pressure plate 70. The concrete composite girder 10 will be manufactured at the same time.

The reason why the coating surface is roughly coated on the surface of the steel wire with a coagulation time delay adhesive resin material such as epoxy so that prestress is introduced only to a desired portion of the girder 10 as described above is at both ends of the girder 10. In order to prevent the prestress from being introduced over a certain length in the girder, a solidification time delay adhesive resin material is applied over a certain range of the steel wire, and then the steel wire 11 is tensioned before the adhesive resin material is cured. When the concrete containing the pour and the steel wire is released by releasing the steel wire from the steel fastening hole 72, the concrete is not bonded to the steel wire to which the solidification time delay adhesive resin material is applied, so that the prestress introduced into the steel wire is not introduced. The steel wire in the center of the solidification time delay adhesive resin is not applied to the steel wire The introduced prestress is transferred to the concrete so that the prestress is introduced.

On the other hand, since the curing time of the coagulation time delayed adhesive resin applied to the steel wire is to proceed after 24 to 36 hours, the concrete is poured and cured, after the prestress is introduced into the concrete, the solidification applied to the steel wire The time-delay adhesive resin is hardened and integrated with concrete so that prestress is not introduced. The surface coated on the steel wire is roughened to a certain thickness when the adhesive resin is hardened and integrated with concrete. By the adhesive force is to strengthen the integral behavior.

 To release the steel wire 11 so that the solidification time delay adhesive resin material is in a gel state for a certain period of time before being cured to release the steel wire so that stress is not transmitted to the gel state applied to the outside of the steel wire even when the steel wire is reduced. will be.

As a result, the adhesive resin material is cured after a certain period of time to be integrated into the concrete at both ends of the girder while the positive moment, which is a desired part of the prestress, is caused by the time difference.

The coating unit 21 coated with epoxy, which is the solidification time delay adhesive resin material, is installed over the range of 0.1L to 0.25L of the girder length L.

As described above, the application of the coagulation time delay adhesive resin material to install the portion without introducing prestress on both ends of the girder is on the steel pipe pile 81 which is a pillar when constructing the prefabricated slab bridge 80 of the present invention. The exposed steel wire 12 and the exposed reinforcing bars 14 and steel pipe piles 81 exposed to both ends of the girder 10 while passing the prestressed concrete composite girder 10 in various directions on the mounted lower support 90. The girder connection portion 100 and the vertical reinforcement 101 installed in the roof reinforcement 102 and mutually coupled, and after binding the radial reinforcement 103 installed radially to the roof reinforcement 102 and pour hardening concrete As the concrete connection pile connection part 110 of the steel pipe pile 81 is integrally connected to the point connection part 120, the steel pipe section force is equal to the shear connection force of the girder connection part.

In addition, when the compressive stress is generated in the member due to the parent moment generated in the point connecting portion 120 is transmitted to the pre-stress non-introduction portion 25 of the girder, the pre-stress is not introduced to both ends of the girder 10, so the point By reducing the compressive stress generated in the connection part, and eventually reducing the magnitude of the compressive stress generated in the point connection part of the existing bridge to prevent the breakage of the connection portion, the stability of the point connection portion of the bridge can be secured more It would be.

The girder produced by the above method is a shear cross-section of the girder because the shear surface is a state in which the pre-stress is introduced by a plurality of steel wires evenly spaced at regular intervals across the shear surface,

Existing concrete girders are effective cross-section only the upper compression section, in terms of usability than the range of the existing girder, can be used more widely the scope of the present invention girder, there is an advantage to reduce the size of the girder.

In addition, the point connection portion 120 by reducing the moment and shear force generated in the point connection portion 120 interconnecting the pre-stressed non-introduction portion 25, the girder connection portion 100 and the concrete placing pile connection portion 110 at the end of the girder It is to increase the load capacity of the bridge while preventing the breakage.

Referring to the drawings, each configuration of the girder production stage 30 is as follows.

The support 40 is installed in the shape of the vertical support portion 41 and the horizontal support portion 42 of the reinforced concrete, the horizontal support portion 42 is embedded in the ground 31, the horizontal support portion 42 is installed inside It is shown in Figure (a) to be installed.

When the horizontal support portion 42 is installed to a predetermined length inwardly, the force that the vertical support portion 41 is to be transferred inwards by the stroke generated by the hydraulic jack 34 on the side of the horizontal support portion 42 is applied to the inner side of the stroke force. The support 40 is safely supported by a force less than the force of the horizontal support 42 which is installed at a predetermined length in the direction opposite to the direction of action, so that the girder can be manufactured.

A plurality of through holes 43 are formed in the vertical support part 41, and the tube 44 is inserted into the through holes 43.

The reason why the pipe 44 is inserted into the through hole 43 is that the steel bar 32 which is installed in the pipe 44 in the future is moved in the pipe 44 by the hydraulic jack 34. This is to act as a guide to move smoothly in.

FIG. (B) shows a state in which the end pressure bearing steel plate 50 of FIG. 3 is embedded in the inner and outer surfaces of the vertical support part 41.

The end pressure-bearing steel sheet 50 is a rectangular steel sheet formed with a plurality of through holes 51.

The through hole 51 is installed to coincide with the through hole 43 of the vertical support part 41.

As described above, the through hole 51 of the end pressure-bearing steel plate 50 and the through hole 43 of the vertical support part 41 are coincident with each other, and the steel rods 32 formed with the thread 33 are provided at both ends.

The reason why the end pressure bearing steel plate 50 is embedded in the inner and outer surfaces of the vertical support part 41 is to reinforce the cross section of the vertical support part when a tension force is introduced into the steel wire by the stroke of the hydraulic jack.

In addition, it is provided a predetermined distance away from the outside of the vertical support portion 41, a rectangular steel sheet of Figure 4 is a movable acupressure steel sheet 60 provided with a plurality of through-holes 61.

The through hole 61 is for allowing the through hole 51 of the end pressure-bearing steel plate 50 and the through hole 43 of the vertical support part 41 to be penetrated through each other by one steel bar 32.

Since the movable acupressure steel sheet 60 should be moved backward by the hydraulic jack 34 in the future, the hydraulic jack should receive all of the stroke force, so the rigidity of the steel sheet should be high.

The steel fastening bearing steel plate 40 of FIG. 5 is installed at a predetermined distance from the inside of the vertical support part 41, and a plurality of through holes 71 and the steel wire fastening holes 72 are simultaneously formed in a rectangular steel plate. .

The through hole 71 is a through hole 43 of the vertical support part 41 and a through hole 51 of the end pressure bearing steel plate 50 embedded in the inner and outer surfaces of the vertical support part, and a through hole of the movable pressure steel plate 60. It is for installing a steel bar through all 61.

The steel bar 32 is fastened and fastened to the movable acupressure steel plate 60, the steel wire fastening pressure steel plate 70, and the steel bar 32 inserted into the through holes 61 and 71 by nuts 36.

As described above, each steel plate 60 and 70 inserted into the through holes 61 and 71 must be fastened by a nut 36. When the movable pressure steel plate 60 is pushed outward by the hydraulic jack 34, the steel wire fastening pressure plate At the same time as 70, the movable acupressure steel sheet is moved by the same amount moved.

6 (a) shows the wire fastening hole 72 in detail and at the same time shows that the end of the steel wire 11 is fastened and fastened.

The steel wire fastening hole 72 is in the shape of a key hole, the upper portion is formed with a circular hole 73 is in contact with the lower portion is formed with a vertical hole 74 formed in a smaller width than the circular hole 73 but longer in length. .

The enlarged head 24 having the end portion of the steel wire 11 larger than the diameter of the steel wire is pushed into the circular hole 73 in the steel wire fastening hole 72 formed as described above, as shown in FIG. When pushed down to the vertical hole 74 in contact with the lower portion of the hole 73, the enlarged head 24 of the steel wire is fastened to the vertical hole 74 as shown in (a).

When dismantling the steel wire 11 fastened as described above, on the contrary, when the steel wire 11 fastened to the vertical hole 74 is lifted up, the enlarged head 24 of the steel wire is formed into a circular hole 73 having a diameter larger than that of the vertical hole 74. As you come up is to fall out through the circular hole (73).

In this way, the end of the steel wire 11 is installed in the steel wire fastening hole 72 of the steel wire fastening pressure plate (70) to fasten the steel wire is a hydraulic jack (between the vertical support portion 41 and the movable pressure steel plate 60) When the stroke is generated at 34, the movable acupressure steel plate 60 is pushed outward so that the steel wire fastening pressure steel plate 70 which is integrally connected by the steel bar 32 is moved toward the vertical support part 41.

At this time, when the wire 11 fastened to the wire fastening hole 72 formed in the wire fastening pressure plate 70 also moves toward the vertical support portion 41, the tension force is introduced into the steel wire 11.

After applying the coagulation time delay adhesive resin material to introduce the pre-stress only to the desired portion in the state where the tension force is introduced to the steel wire 11 as described above, after casting the concrete to finish the manufacture of the girder, the girder is completed to move In order to move the steel wire 11 fastened to the steel wire fastening pressure plate 70 by lifting the steel wire 11 mounted on the vertical hole 74 with a hammer without a separate dismantling equipment, it moves to the circular hole 73. Expanded head 24 of the steel wire is to be easily separated to the outside through the circular hole (73).

That is, in order to facilitate the fastening and dismantling of the steel wire 11, the steel wire fastening hole 72 is provided as a key hole.

P x H1 so that the support (40) installed on the ground (31) can be safely supported without falling in the installation conditions of the support (40) to safely manufacture the girder while resisting the stroke of the hydraulic jack (34). <W x L1.

That is, when the horizontal support portion 42 of the support 40 is provided with a predetermined length inward, the stroke force P generated by the hydraulic jack 14 at a predetermined height H1 of the outer surface of the vertical support portion 41. By the distance (L1) the self-weight (W) of the horizontal support portion 42, which is installed in a predetermined length in the opposite direction to the direction of action of the stroke force against the force that the vertical support portion 41 is to be conducted inwardly Less than the force is to support the support (40) is to make the girder securely.

In addition, in order to prevent the support from being active, that is, slipping, in the installation conditions of the support 40 to allow the support 40 installed on the ground 31 to safely manufacture the girder while resisting the stroke of the hydraulic jack 34. It should be <W x μ + C.

That is, the support 40 acts to increase the force by adding the manual earth pressure (C) to the value multiplied by the self-weight (W) of the horizontal support portion 42 and the bottom friction coefficient (μ) than the stroke force (P). That is, the support 40 should not slip.

In addition, the vertical support portion 41 of the support 40 in the installation conditions of the support 40 to enable the support 40 to be installed on the ground 31 to safely manufacture the girder while resisting the stroke of the hydraulic jack 34. And cross-sectional destruction of the portion where the horizontal support portion 42 meets, for this purpose should be P x h2 / Z <fa.

That is, in order to prevent cross-sectional destruction of the portion where the horizontal support portion 42 and the vertical support portion 41 meet, the value of the vertical support portion (multiplied by the stroke force P and the vertical support portion working distance h2 than the concrete allowable stress fa). The smaller the value of the value divided by the cross section coefficient (Z) of 41), the cross section is not destroyed so that it can be safely maintained.

 As a result, the safety condition of the support 40 is that the support 40 is not to be inverted, is inactive, and at the same time, it is to be installed so as not to be damaged in section.

In addition, end pressure buried in the outer surface of the steel bar 32 and the vertical support 41 by the fastening nut 35 so that the tension force introduced into the steel wire 11 can be maintained by the stroke generated in the hydraulic jack 34. The steel plate 50 is fastened to be fixed.

When the tension force is introduced by using the steel wire 11 provided at regular intervals on the front end face of the girder 10 using the girder manufacturing table 30 as described above, prestress is introduced to a predetermined portion of both ends of the girder. The prestressed concrete composite girder 10 is formed by exposing the steel wire 11 having a predetermined length to the outside of the end of the girder while the prestress is introduced into the other portion.

In addition, by using the girder production table 30 by the same method as described above, a predetermined portion of both ends of the pre-stressed non-introduction portion 25, the central portion of the pre-stressed introduction portion 20 is provided, respectively, and both ends of the exposed steel wire 12 Manufacture the precast concrete panel 121 is installed.

In addition, by installing a plurality of shear connecting members 84 on the upper surface of the prestressed concrete composite girder 10 and the precast concrete panel 121, the slab concrete and the adhesive force is later reinforced to strengthen the integral behavior will be.

The method of constructing the prefabricated slab bridge 80 using the prepared prestressed concrete composite girder 10 and the precast concrete panel 121 will be described with reference to FIGS. 7 to 14 as follows.

A plurality of steel pipe piles 81 are provided in a lattice at regular intervals in the bed 31 of the lower bed or the seabed of a predetermined area.

The upper portion of the steel pipe pile 81 is installed so that the upper end of the steel pipe pile is mounted on the jaw of the stepped jaw 93 formed in the lower portion of the through-hole 92 formed in the center of the lower support (90).

The inner support plate 83 is installed on a portion of the steel pipe pile 81 at a predetermined length away from the inside of the steel pipe pile 81, and the concrete placing pile connection unit 110 is provided with a plurality of shear connecting members 84 installed on the inner surface of the steel support pile 81.

While installing a plurality of vertical reinforcement 101 in the concrete placing pile connecting portion 110, which is an internal support plate installed inside the steel pipe pile to be exposed to the outside of the steel pipe pile (81).

The steel pipe pile is embedded in the exposed steel wire 12 and the exposed reinforcing bar 14 of the prestressed concrete composite girder 10 installed in two or more directions on the lower support 90 and the concrete placing pile connecting part 110. (81) The girder connecting portion 100 and the concrete, which are bound to the reinforcing bars (103) radially bound to the reinforcing bars (103) radially bound to the reinforcing bars (102) while mutually binding the vertical reinforcement (101) installed at the top. The point connection unit 120 including the pour file connection unit 110 is installed.

The prestressed concrete composite girders 10 are installed in close contact with a plurality of precast concrete panels 121 on which both ends of the prestressed non-introduction portion 25 are installed, and the upper part of the precast concrete panels 121 and 7 and 8 install the prefabricated slab bridge 80 by installing the slab 82 by pour hardening concrete to the point connection part 120.

Hereinafter, the installation method and configuration in detail.

A through hole 92 of the lower support 90 of FIG. 9 is provided with an upper portion of the steel pipe pile 81 provided with a plurality of steel pipe piles 81 in a lattice at regular intervals in the ground or on the sea bed 31 of the sea bed. To be mounted on the stepped 93 formed at the bottom of the.

Next, while installing a plurality of shear connection member 84 to a predetermined length lower portion inside the steel pipe pile 81, the inner support plate 83 is installed in contact with the inner surface of the steel pipe pile concrete casting pile connecting portion 110 is shown in FIG. To be installed together.

While installing the vertical reinforcement 101 in the concrete placing pile connecting portion 110 is installed to be exposed to the outside of the upper portion of the steel pipe pile.

The exposed steel wire 12 exposed to the ends of the vertical reinforcement 101 and the girder 10 and the exposed reinforcement with a circular loop reinforcement 102 are radially connected to the loop reinforcement 102 at regular intervals. By binding the radial reinforcement 103 to install the girder connecting portion 100, the point connection portion 120 including the concrete placing pile connecting portion 110 and the girder connecting portion 100 is installed as shown in FIGS.

On the lower support 90, the floor is installed so that the precast concrete panel 121, which is manufactured by installing the portions 25 on which the prestress is not introduced, is formed at both ends on the prestressed concrete girder 10 installed in at least two directions. To install close to each other and lay the reinforcing bar to form the slab 82 thereon, and to pour the concrete on the point connection portion 120 and the precast concrete panel 121, the slab 82 and the point connection portion ( The prefabricated slab bridge 80 to form 120 is installed as shown in Figs.

As shown in FIG. 13, a plurality of shear connecting members 84 are installed on the precast concrete panels 121 each having pre-stress non-introduction portions at both ends and pre-stress introduction portions 20 at the center where positive moments are generated. It is to be integrated with the slab concrete 82 is poured.

In addition, the exposed steel wire 12 exposed to a predetermined length on both ends of the precast concrete panel 121 and the exposed steel wire 12 of the other precast concrete panel 121 installed adjacent to the opposite direction when installed over the girder The slab concrete 82 to be poured later is integrally coupled with each other to be integrated.

The precast concrete panel 121 is to have a rectangular shape as a whole floorboard, the steel wire 11 is provided at a predetermined interval on the front end surface, and the pre-stressed non-introduction portion 25 is set at both ends using the steel wire ), And the other portion is provided with a pre-stress introduction portion 20, and both ends are made of concrete as shown in Figure 13 so that the exposed steel wire 12 is installed.

The installation of the prestressed concrete composite girder 10 and the precast concrete panel installation using the same are to omit the installation of copper bars and formwork accompanying concrete work for installing the slab 82 as described above. .

As shown in FIG. 7, the prestressed concrete composite girder 10 installed on the steel pipe pile 81 installed at the center is installed to face in four directions on the lower support 90, but when installed outside, the girder ( 10) 3 or 2 are installed so that the installation angles are variously installed.

The lower support 90 has a body 91 of various forms, such as a cube or a cuboid of reinforced concrete, as shown in Figure 9 (a) (b), forming a through hole 92 in the center of the body, the through The jaw of the step 93 is formed at the bottom of the ball 92.

By installing a plurality of shear connection material on the inner surface of the through hole 92 to improve the adhesion to the slab concrete 82 is to be poured later.

The upper end of the steel pipe pile 81 to the jaw of the step 93 is to be mounted as shown in FIG.

The inner support plate 83 is installed on a portion of the steel pipe pile 81 in a predetermined distance away from the inner surface of the steel pipe pile 81, the concrete bearing is installed on the inner surface of the inner support plate 83 is installed a plurality of shear connecting members 84 The pile connection part 110 is set, and the inner support plate 83 is installed with vertical reinforcement as shown in FIG. 11, and the concrete is poured at the same time when concrete is laid for future installation of the slab.

The reason for installing the point connection part 120 in which the concrete placing pile connection part 110 and the girder connection part 100 are integrally connected is integrated through the concrete that is placed so that the connection parts 110 and 100 can be integrated. It is to achieve a continuous structure.

Since a compression part acts as a compressive force due to a parent in a predetermined range of the pointed connection part 120 of the integrated continuous structure, a portion where prestress is not introduced is provided at both ends of the prestressed concrete composite girder connected to the connection part. To cancel the compressive force generated in the integrated point connection to reduce the size of the parent generated in the point connection as a whole.

In addition, as shown in Figure 14, the girder 10 and the precast concrete panel (installed on both ends of the precast concrete panel 121 installed on the girder 10 and the pre-stress is not introduced) 121) to reduce the size of the parent by offsetting the compressive forces generated in the interconnected portions.

The reason for the installation of the concrete placing pile connection part 110 is to ensure that the stress generated while the integration operation is performed by the shear connecting material with the concrete, which is the filling connecting medium, while the shear connection force by the steel pipe pile cross section force and the shear connecting material 84 are the same. To do this.

The concrete pouring pile connecting portion 110 is a range in which the shear connector 84 is sufficiently installed in the steel pipe pile, but the preferred range is installed at 0.5 ~ 1M from the top of the steel pipe pile 81 to the bottom.

10 is a view showing that the shear connector 84 and the inner support plate 83 is installed on the inner surface of the steel pipe pile (11).

12 is a plan view illustrating the connection state of FIG. 11.

In addition, bending the end of the rebar exposed on both ends of the girder bending direction of the reinforcing bar installed on the lower side, while the bending direction of the reinforcing bar installed on the lower side is installed toward the top while the bent portion is vertical bar and exposed steel wire It is to bind with the reinforcement and the loop reinforcing to connect the connection more strongly.

For reference, in order to reinforce the reinforcing bar to form a frame to fabricate the girder 10 and the precast concrete panel 121 of the present invention, those skilled in the art are quite tolerant to install it naturally, and thus a detailed description thereof will be omitted. In addition, the reason for the installation of the shear connector is also well known to those skilled in the art, so it will be clear that the detailed description is omitted.

1 is a view showing a prestressed concrete composite girder of the present invention.

Figure 2 (a) (b) (c) (d) is a view showing a process of manufacturing the prestressed concrete composite girder of the present invention using a girder production stage.

Figure 3 is a view showing the end pressure plate of the girder manufacturing table of Figure 2;

Figure 4 is a view showing a movable chiropractor of the girder manufacturing table of FIG.

Figure 5 is a view showing a steel wire fastening pressure plate of the girder production of Figure 2;

Figure 6 (a) (b) is a view showing in detail the state in which the steel wire is fastened to the steel wire fastening pressure steel plate of the girder production of Figure 2;

7 is a view showing the installation of prefabricated slab bridge using the prestressed concrete composite girder of the present invention.

8 is a cross-sectional view showing a cross section of FIG.

Figure 9 (a) (b) is installed to span the upper end of the steel plate pile of the prefabricated slab bridge of the present invention, a view showing in detail the lower support to support the girder installed thereon.

10 is a view showing that the concrete placing pile connecting portion installed over a certain range on the upper portion of the steel pipe pile which is a pillar of the prefabricated slab bridge of the present invention and the shear connecting material is installed therein.

Figure 11 is a girder connecting portion for interconnecting the exposed steel wire and exposed reinforcement of the girder mounted on the lower support installed on the upper portion of the steel pipe pile and the reinforcing steel installed in the steel pipe pile with a loop reinforcement to install the prefabricated slab bridge of the present invention from the side Drawing shown in cross section.

12 shows the plane of FIG. 11;

Figure 13 is a view showing in detail the precast concrete panel with the exposed steel wires at both ends so that the pre-stress non-introduction portion is installed at both ends by using the girder manufacturing table of the present invention.

14 is a view showing that the precast concrete panel of the present invention is installed between the prestressed concrete composite girder floor.

              <Explanation of symbols for the main parts of the drawings>

10: prestressed concrete composite girder 11: steel wire

12; Exposed steel wire 13: concrete

20: prestress introduction part 14; Exposed rebar

21: coagulation time delay adhesive resin coating part 24: enlarged tofu

25; Prestressed non-introduction

30: girder production 31; Ground

32; Rod 33; Thread

34; Hydraulic jack 35; Tightening Nut

36; nut

40; Support 41; Vertical support

42: horizontal support 43: through hole

44: tube

50: end pressure steel plate 51: through hole

60: movable acupressure steel sheet 61: through hole

70: steel wire fastening pressure plate 71: through hole

72: steel fastening 73; Circular hole

74; Vertical hole

80: prefabricated slab bridge 81; Steel pipe

82; Slab 83; Inner support plate

84; Shear connector 85; Inside file

90; Lower support 91; Body

92; Through hole 93; Step

100; Girder connection 101; Vertical rebar

102; Roof reinforcement 103; Rebar

110; Concrete placing pile connection 120; Branch connection

121; Precast Concrete Panel

Claims (29)

 The steel wire 11 provided at regular intervals on the front end surface, the prestressed non-introduction portion 25 set at a predetermined portion of both ends of the girder by using the steel wire, the prestressed introduction portion 20 set at the other portion, and the girder Prestressed concrete girder with prestressed non-introduced portions installed at both ends, characterized in that the exposed steel wire 12 and the exposed reinforcing bars 14 are made of pour hardened concrete at both ends. The steel wire 11 is formed to have a rectangular shape as a whole, but is provided at regular intervals on the shear surface, and the prestressed non-introduction part 25 set at a predetermined portion of both ends by using the steel wire, and the prestressed introduction part at other parts thereof. The prestressed concrete girder having the prestressed non-introduced portions installed at both ends, which is characterized in that the precast concrete panel 121 made of concrete so that the exposed steel wire 12 is installed at both ends. The method according to claim 1 or 2, The prestressed concrete composite girders provided with the prestressed non-introduced portions at both ends characterized in that the range of the prestressed non-introduced portion 25 is 0.1 to 0.25 of the girder or the panel length (L). 3. The method according to claim 1 or 2, A prestressed concrete composite girder provided with prestressed non-introduced portions at both ends characterized in that the surface of the prestressed non-introduced portion 25 is coated with a coarse time delay adhesive resin material with a predetermined thickness. The method according to claim 1 or 2, A prestressed concrete composite girder having a prestressed non-introduced portion at both ends characterized in that a plurality of shear connecting members 84 are installed on an upper surface of the prestressed concrete composite girder 10 or a precast concrete panel 121. The support base 40 is installed to face the ground 31 at regular intervals, and a plurality of through holes 43 are installed in the vertical support part 41 of the support 40 while the pipes in the through holes 43 44) install it, Install the end pressure-bearing steel plate 50 is formed with a plurality of through holes 51 on both sides of the vertical support portion 41, A movable acupressure steel plate 60 having a plurality of through holes 61 formed outside the vertical support part 41 is provided. On the inner side of the vertical support portion 41 is provided with a steel wire fastening pressure steel plate 70 in which a plurality of through holes 71 and steel wire fastening holes 72 are formed at the same time, Steel bars 32 through the through holes 43 formed in the vertical support portion 41 and through the through-holes 61 and 71 of the movable pressure-bearing steel plate 60 and the steel wire fastening pressure-steel plate 70 respectively installed on the inner and outer surfaces thereof. Fixed with nuts 36, The ends of the steel wire 11 is fastened to a plurality of steel wire fastening holes 72 formed in the steel wire fastening pressure plate 70, A girder production table 30 having a hydraulic jack 34 is installed between the vertical support portion 41 and the movable acupressure steel sheet 60, In the steel wire provided is formed a coating portion 21, the surface of which the coagulation time delay adhesive resin material is roughly coated to a certain thickness from both ends of the girder to a predetermined distance, When the movable jack steel plate 60 is pushed outward by generating a stroke in the hydraulic jack 34, the steel wire fastening pressure steel plate 70 interconnected by the steel bar 32 moves toward the support 40, and the steel wire fastening pressure steel sheet The steel wire 11 fastened and connected to the steel fastening hole 72 of the 70 is also pulled so that tension force is introduced into the steel wire while the end pressure plate is embedded in the outer surface of the steel rod 32 and the vertical support with the fastening nut 35. Fasten and secure the (50), Placing concrete to manufacture a plurality of girders, including a plurality of steel wires 11 in a state where a tension force installed between the support 40 installed on both sides is introduced, After the curing of the concrete is completed, the steel wire 11 installed between the girder and the girder is cut, so that the exposed steel wire 12 is installed, and at the same time, both ends of the reinforcing bars exposed to form the girder are exposed to both ends of the girder. Install the reinforcing bars 14 and pre-stressed non-introducing parts are installed at both ends characterized by the process of leaving the steel wire 21 fastened to the steel fastening hole 72 installed in the steel wire fastening pressure plate (70). How to make a prestressed concrete composite girder. The method of claim 6, Pre-stressed at both ends, characterized in that the pre-cast concrete panel 121 having the pre-stress non-introduction portion 25 at both ends and the pre-stress introduction portion 20 is provided at the other end using the girder production table 30. Manufacturing method of prestressed concrete composite girder with no inlet. The method according to claim 6 or 7, The solidification time delay adhesive resin coating portion 21 is in the range of 0.1 ~ 0.25 of the girder or panel length (L), the curing start time of the solidification time delay adhesive resin material is characterized in that after 24 to 36 hours have elapsed Manufacturing method of prestressed concrete composite girder with prestressed non-introduced parts at both ends. The method according to claim 6 or 7, The support 40 is installed in the shape of the vertical support portion 41 and the horizontal support portion 42 of the reinforced concrete, the horizontal support portion 42 is embedded in the ground 31, the horizontal support portion 42 is installed inside Method of manufacturing a prestressed concrete composite girder having prestressed non-introduced portions at both ends characterized by being installed by The method according to claim 6 or 7, A plurality of through holes 43 are formed in the vertical support portion 41, and prestressed concrete girder having prestressed non-introduced portions provided at both ends, wherein the pipe 44 is inserted into the through holes 43. How to make. The method according to claim 6 or 7, The end pressure-bearing steel plate 50 is embedded and installed on the inner and outer surfaces of the vertical support portion 41, the pre-stress non-introduction portion is installed on both ends characterized in that a plurality of through holes 51 formed of a rectangular steel sheet Manufacturing method of rest concrete composite girder. The method according to claim 6 or 7, The movable acupressure steel sheet 60 is installed a predetermined distance away from the outer surface of the vertical support portion 41, the pre-stressed non-stressed portion is provided on both ends characterized in that a plurality of through holes 61 are installed in a rectangular steel sheet Manufacturing method of rest concrete composite girder. The method according to claim 6 or 7, The wire fastening pressure steel plate 70 is installed at a predetermined distance from the inner surface of the vertical support portion 41, characterized in that a plurality of through holes 71 and the steel wire fastening holes 72 are formed at the same time in a rectangular steel sheet Method of manufacturing prestressed concrete composite girder with prestressed non-introduced portions at both ends. The method according to claim 6 or 7, The steel wire fastening hole 72 is in the form of a key hole, the upper portion is formed with a circular hole 73 is in contact with the lower portion is smaller than the circular hole 73, but the length of the vertical hole 74 is characterized in that formed long Method of manufacturing prestressed concrete composite girder with prestressed non-introduced portions at both ends. The method according to claim 6 or 7, The end of the steel wire 11 fastened to the wire fastening hole 72 is a prestressed concrete composite girder manufacturing method of the pre-stressed non-introduction portion is installed at both ends characterized in that the enlarged head 24 is formed larger than the diameter of the steel wire . The method according to claim 6 or 7, The prestressed concrete composite girder manufacturing method is provided with a prestressed non-introduction portion at both ends characterized in that the support (40) is stably installed on the ground (31) is P x H1 <W x L1. The method according to claim 6 or 7, The prestressed concrete composite girder manufacturing method is provided with a prestressed non-introduction portion at both ends characterized in that the support is stably installed on the ground is P x h1 &lt; W x L1. The method according to claim 6 or 7, The prestressed concrete composite girder manufacturing method is provided with a prestressed non-introduced portion at both ends characterized in that the support is stably installed on the ground is P <W x μ + C. The method according to claim 6 or 7, The prestressed concrete composite girder manufacturing method is provided with a prestressed non-introduction portion at both ends characterized in that the support is stably installed on the ground is P x h2 / Z <fa. The method according to claim 6 or 7, The prestressed concrete composite girder manufacturing method of the prestressed non-introduced portion is installed at both ends, characterized in that the support is installed on the ground stably to satisfy both the conduction and the activity of the support and cross-sectional destruction. The method according to claim 6 or 7, The method for fastening the steel wire to the steel fastening hole 72 is to push the expansion head 24 provided at the end of the steel wire 11 in the circular hole 73 of the steel fastening hole 72, and then the circular hole 73 A method of manufacturing a prestressed concrete composite girder, in which a prestressed non-introduced portion is provided at both ends characterized by being pushed down into a vertical hole 74 connected to a lower portion of the bottom). The method according to claim 6 or 7, The method of detaching the steel wire 11 from the steel wire fastening hole 72 is to raise the steel wire 11 fastened to the vertical hole 74 of the steel wire fastening hole 72 upwards and have a larger diameter than the vertical hole 74. A method of manufacturing prestressed concrete composite girders provided with prestressed non-introduced portions at both ends characterized in that the expansion head (24) of the steel wire is raised to the hole (73) so as to fall out through the circular hole (73). A plurality of steel pipe piles 81 are installed in a lattice at regular intervals in the bed 31 or on the bottom 31 of the sea floor, The upper portion of the steel pipe pile 81 is installed so that the upper end of the steel pipe pile is mounted on the jaw of the stepped jaw 93 formed in the lower portion of the through hole 92 formed in the center of the lower support 90, The inner support plate (83) is installed on a portion of the steel pipe pile (81) in a predetermined distance away from the inner support plate, and the concrete placing pile connecting portion (110) is installed, and a plurality of shear connecting members (84) are installed to the inner surface on which the inner support plate is installed. While installing a plurality of vertical reinforcing bars 101 in the concrete pile connection portion 110, which is an internal support plate installed inside the steel pipe pile to be exposed to the outside of the steel pipe pile 81, Steel pipe pile 81 is embedded in the exposed steel wire 12 and the exposed steel reinforcement of the prestressed concrete composite girder 10 installed in two or more directions on the lower support 90, and the concrete placing pile connecting portion 110 Point connection portion 120 including a girder connection portion 100 which is bound to the reinforcing bars (103) radially bound with the reinforcing bars (103) while binding the vertical reinforcement 101 is installed to the upper roof reinforcement (102). ), A plurality of precast concrete panels 121 having prestressed non-introduced portions 25 are installed on both ends of the prestressed concrete girder 10, and the upper part of the precast concrete panel and the point Prefabricated slab bridge construction method using prestressed concrete composite girders with prestressed non-introduced portions installed at both ends characterized by placing the slab 82 by installing concrete in the connection part 120 and installing the prefabricated slab bridge 80. . 24. The method of claim 23, The lower support 90 has a body 91 of various forms, such as a cube or a cube of reinforced concrete, and forms a through hole 92 in the center of the body, but a plurality of inner surfaces of the through hole 92. A prefabricated slab bridge construction method using prestressed concrete composite girders provided with two shear connection members and prestressed non-introduced portions are provided at both ends, characterized by a stepped portion 93 formed below the through hole. 24. The method of claim 23, Prefabricated slab bridge construction method using the pre-stressed concrete composite girders provided with the pre-stressed non-introduction portion on both ends characterized in that the range of the concrete placing pile connection portion 110 is 0.5 ~ 1.0M. 24. The method of claim 23, The concrete installation pile connection part 110 and the girder connection part 100 is installed due to the parent generated from the connection part integrally connected to the cast concrete so that the connection parts 110 and 100 can be integrated. Construction method of prefabricated slab bridge using prestressed concrete composite girders with prestressed non-introduced parts installed at both ends characterized by the fact that the compressive force is transmitted to the part where prestress is not introduced at both ends of the girder joined by the girder connecting part . 24. The method of claim 23, The prestressed concrete composite girder 10 is provided with a steel wire 11 provided at regular intervals on the shear surface, a prestressed non-introducing portion 25 set at a predetermined portion of both ends of the girder by using the steel wire, and other portions thereof. Prestress non-introduction portion is installed at both ends characterized in that the pre-stress introduction portion 20 and the end of the girder is made of concrete pour hardened so that the exposed steel wire 12 and the exposed reinforcing bars 14 are installed at a predetermined length Construction method of prefabricated slab bridge using rest concrete composite girder. 24. The method of claim 23, The precast concrete panel 121 is to have a rectangular shape as a whole floorboard, the steel wire 11 is provided at a predetermined interval on the front end surface, and the pre-stressed non-introduction portion 25 is set at both ends using the steel wire ) And other prestressed introduction portions 20, and prestressed non-introduced portions are installed at both ends, which are precast concrete panels 121 made of concrete so that exposed steel wires 12 are installed at both ends. Construction method of prefabricated slab bridge using prestressed concrete composite girder. 24. The method of claim 23, Prestressed concrete composite girders using prestressed concrete composite girders provided with prestressed non-introduced portions at both ends characterized in that a plurality of shear connecting members 84 are installed on the upper surface of the prestressed concrete composite girder 10 and the precast concrete panel 121 Slab construction method.

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