KR20140142555A - Pre-tension psc girder and its manufacturing method - Google Patents

Pre-tension psc girder and its manufacturing method Download PDF

Info

Publication number
KR20140142555A
KR20140142555A KR1020130064134A KR20130064134A KR20140142555A KR 20140142555 A KR20140142555 A KR 20140142555A KR 1020130064134 A KR1020130064134 A KR 1020130064134A KR 20130064134 A KR20130064134 A KR 20130064134A KR 20140142555 A KR20140142555 A KR 20140142555A
Authority
KR
South Korea
Prior art keywords
girder
girder body
steel wire
wire
pair
Prior art date
Application number
KR1020130064134A
Other languages
Korean (ko)
Inventor
김근택
Original Assignee
김근택
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 김근택 filed Critical 김근택
Priority to KR1020130064134A priority Critical patent/KR20140142555A/en
Publication of KR20140142555A publication Critical patent/KR20140142555A/en

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed

Abstract

The present invention relates to a pretension type PSC girder and a method for manufacturing the same. More specifically, the pretension type PSC girder adopts a pretension type, and the thickness of the center part of the girder body is equal to those of the both end parts of the girder body so that the slim structure of the center part of the girder is extended to the both end parts of the girder, thereby reducing weight and costs of girder. The girder body has a post-tension type maintenance device on a side thereof so that the girder body is reinforced after completion of a bridge construction. Although the girder is manufactured in pretension type, the maintenance of the girder is performed in a post-tension type, so the maintenance can be easily performed. Therefore, the pretension type PSC girder takes advantages of both the pretension type and the post-tension type. Also, the PSC girder obtains high quality because of a simple process of manufacturing the girder in a pretension type, and can change a position of a pretension wire and reduce an installation error by casting concrete when the pretension wire is tensioned.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a pre-tensioned PS seam girder,

More particularly, the present invention relates to a pre-tension type PS seam girder and a method of manufacturing the same. More particularly, the present invention relates to a pre-tension type PS seam girder, The weight and the material ratio of the girder can be reduced. Further, since the post-tension type maintenance device is provided on the side surface of the girder body so as to reinforce the girder body after completion of the bridge, In addition, maintenance can be done easily by using post tension method. Therefore, it is possible to utilize both the advantages of pre-tension method and post tension method as a result, and manufacturing of PS seam girder by pre- In addition to being able to obtain high quality simply, the pre-tensioned steel wire is stretched Standing pouring concrete, because it relates to Mr. PS girder and a method of manufacturing the pretension way to reduce the displacement and installation error of the pre-tension wires.

Generally, bridges are expensive structures that are laid across rivers, valleys, lakes, roads, and the like. The structure of bridges in general is composed of a plurality of piers installed at regular intervals on the ground, A cross beam which is connected in an orthogonal direction at regular intervals between adjacent girders for reinforcing deflection of the girder and a cross beam which is arranged at an upper portion of the girder, Lt; / RTI >

A prestressed concrete girder (PSC) girder among the girders is usually constructed using a post tension type.

In the post-tensioning method, after the sheath tube and the reinforcing bars are assembled and installed, a form is installed, concrete is laid, and after the concrete is cured, a steel wire 3 is inserted into the sheath tube to introduce prestressing, As shown in Fig.

However, the post tension type girder 1 is not economical due to complicated processes such as the fixing port 2, the sheath pipe (not shown) and the grouting (not shown), and the installation of the sheath pipe The difference in the arrangement of the steel wires in the structural calculation due to the error and the eccentricity of the sheath tube as well as the twist of the steel wire 3 in the sheath pipe cause the tensile forces to be different from each other, Is lowered.

Particularly, as shown in FIG. 1, the thickness of the center portion of the girder 1 is relatively thin, while the thickness of the both ends of the girder 1 is increased due to the installation of the fixing hole 2, There was a problem.

It is an object of the present invention to overcome the above-mentioned problems of the prior art by using a pre-tensioning method and by forming the center thickness of the girder body and the thickness of the both ends of the girder body so that the slim structure of the center portion extends to both ends, And a post-tension type maintenance device is provided on the side surface of the girder body so as to reinforce the girder body after completion of the bridge. Thus, the girder itself is a pre-tension type, and the maintenance is a post tension type It is possible to utilize both the advantages of the pre-tension method and the advantage of the post-tension method, and also it is possible to obtain a high quality by simplifying the manufacturing process by manufacturing the PS- Of course, since the concrete is laid in a state that the pre-tension steel wire is pulled, Lee PS's girders of the tension wire and the position change pretensioning method which can reduce the installation error and to provide a method of manufacturing the same.

According to an aspect of the present invention, there is provided a pre-tensioned PS seam girder, comprising: a girder body having a thickness at the center and a thickness at both ends of the girder body in the longitudinal direction; A plurality of pre-tensioning steel wires installed in a state of being integrated with the girder body, and a maintenance device provided on a side surface of the girder body so as to reinforce the girder body.

The present invention also provides a method of manufacturing a pre-tensioned PS seedlider, comprising the steps of assembling a plurality of reaction force bars on the floor of a manufacturing site and opening a pair of dies provided on the upper side of the reaction force band, A step of disposing a plurality of pretensioned steel wires in a lower portion of the reinforcing bars between a pair of dies on the upper side of the reaction force and a tensile band on both ends of the reaction force band, A step of tensioning the pretensioning steel wire outside the tensioning band, a step of positioning the pair of openings that are opened, A step of placing concrete for forming a girder body between the molds, and a step of placing the plurality of projections And cutting the pre-tension steel wires.

The present invention uses a pre-tensioning method and also makes it possible to reduce the weight and the material cost of the girder by forming the center portion thickness of the girder body and the thickness of the both end portions to be the same so that the slim structure at the center portion extends to both ends.

In addition, since a post-tension type maintenance device is provided on the side surface of the girder body so as to reinforce the girder body after completion of the bridge, the girder itself is pretensioned, and maintenance is easily performed by using a post tension system It is possible to use both the advantages of the pre-tension method and the advantages of the post-tension method.

Since the PS seam girder is manufactured by the pre-tensioning method, the manufacturing process is simple and high quality can be obtained. In addition, since the concrete is laid in a state that the pre-tensioned steel wire is pulled, the position change and installation error of the pre- have.

1 is a perspective view showing a conventional post tension type girder,
FIG. 2 is a perspective view showing a reaction force band, a die, and a tension band for manufacturing a pre-tensioned PS seam girder according to the present invention;
3 is a perspective view showing a pre-tension type PS seam girder according to the present invention,
Fig. 4 is a perspective view showing a state in which a post-tensioning reinforcing steel wire is installed in the maintenance apparatus in Fig. 3,
Fig. 5 is a perspective view showing a reinforcing bar and a pre-tension steel wire installed on the psi sheath girder in Fig. 3,
6 is a perspective view showing a state in which a pre-tensioned PS seam girder according to the present invention is connected to another neighboring PS Seam girder;
7 is a perspective view showing another embodiment in which the pretensioning type PS seam girder according to the present invention is connected to another adjacent PS seam girder,
8 is a perspective view showing a state in which the pre-tensioned PS seam girder according to the present invention is connected in parallel.

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

The pre-tensioned PS seam girder 10 according to the present invention is installed at the upper end of a bridge pier, that is, it is installed so as to connect the upper ends of piers (not shown) adjacent to each other, Spaced apart and arranged in parallel.

The pretensioning type PS seam girder 10 includes a girder body 11, a plurality of pretension steel wires 12, and a maintenance device 20. The pre-

The girder body 11 is formed in an "I" -shaped shape and made of concrete.

3, the thickness T1 of the center portion in the longitudinal direction of the girder body 11 and the thickness T2 of the both end portions are formed to be equal to each other.

That is, the slim structure of the center portion of the girder body 11 extends to both ends, thereby reducing the weight and the material cost of the PS seeder 10.

In the case of the post tension type girders, since the fixing holes are provided at both ends of the girders, the central portion of the girders is slim, while the both ends of the girders have a structural limit of thickening.

On the other hand, the thickness of the girder body 11 described above is the thickness T1 and T2 of the central portion in the vertical direction when viewed from the I-shaped end face, and the thickness of the girder body 11 extends across the entire length in the longitudinal direction That is, the slender thickness T1 of the center portion in the longitudinal direction of the girder body 11 is maintained as it is at both ends.

In addition, various protrusions may be formed on the side of the girder body 11 in the section of the "I" shape, but the above-mentioned various protrusions are not included in the thickness when calculating the thicknesses T1, T2 of the girder body 11 .

The plurality of pre-tension steel wires 12 are installed in the lower portion of the girder body 11 in a state of being stretched in the longitudinal direction and integrated with the girder body 11. [

The plurality of pre-tension steel wires 12 are arranged at a predetermined distance from the lower side of the "I" -shaped girder body 11, and are arranged linearly inside the girder body 11.

The plurality of pre-tension steel wires 12 are installed inside the girder body 11 in a tensioned state. That is, before the concrete is inserted to form the girder body 11, the plurality of pre- The concrete is poured in a state in which the pipe 12 is pre-tensioned. When the concrete is cured, the girder body 11 into which the tensile force is introduced is completed.

That is, tensile force is introduced into the end face of the girder body 11 by the adhesive force between the tensioned pre-tension steel wire 12 and the girder body 11.

Although not shown in the drawing, concave grooves are formed in both end faces of the girder body 11 where the pre-tension steel wire 12 is located, and the recessed grooves are formed in the recessed grooves, The pre-tension steel wire 12 can be unexposed to the outside by filling the finishing material after cutting the wire 12.

A sheath tube 11b is installed at an upper side end portion of the girder body 11.

The sheath pipe is installed to extend from the end of the girder body 11 in a direction of the center of the girder body 11 by a predetermined length.

A fixing groove 11a is formed on the upper surface of the girder body 11 at a position where the sheath pipe 11b ends.

A post tension wire 11c is installed to connect the girder body 11 and the adjacent girder body 11 in a tensioned state through the sheath tube 11b.

One end of the post tension wire 11c is inserted into the sheath pipe 11b of the girder body 11 and the other end of the post tension wire 11c is connected to another girder 11c adjacent to the girder body 11, The post tension wire 11c inserted into the sheath tube 11b of each of the girder bodies 11 is tensioned at both ends of the post tension wire 11c and the post tension wire 11c is inserted into the sheath tube 11b of the body 11, And both ends are fixed to the fixing groove portion 11a.

Therefore, the girder bodies 11 are connected to each other with the tensile force introduced through the post tension wire 11c.

As another embodiment of connecting the other girder body 11 adjacent to the girder body 11 by the post tension wire 11c, a fixing block 21 described later is used as shown in Fig.

That is, a sheath pipe 11b is provided at the upper end of the girder body 11, and the sheath pipe 11b extends from the end of the girder body 11 to the end of the fixing block 21 Respectively.

Therefore, after the post tension wire 11c is inserted into the sheath tube 11b of the adjacent girder body 11, both end portions of the post guide wire 11c are pulled and fixed to the fixing block 21 The girder bodies 11 are connected to each other with the tensile force introduced through the post tension wire 11c.

When the bridge body 11 is installed at the upper end of the pier, the girder body 11 receives a load of the girder body 11 and a load of the vehicle passing through the bridge. When the load is received for a long period of time, the center portion of the girder body 11 gradually sags toward the gravity direction. If such a state is left for a long time, the girder body 11 may collapse.

Therefore, the maintenance device 20 is provided on the side surface of the girder body 11 so as to reinforce the girder body 11 when the center portion of the girder body 11 is sagged in the gravity direction after completion of the bridge.

The maintenance device 20 is formed to protrude from both side ends of the girder body 11 and has a first steel wire through hole 21a through which the reinforcing post tension wire 25 passes, A pair of fixing blocks 21 for fixing both ends of the post tension wire 25,

A second steel wire through hole 22a is formed so as to protrude from a side surface of the girder body 11 between the pair of fixing blocks 21 and to allow the reinforcing post tension wire 25 to pass therethrough, And an intermediate block 22 formed so that a twin steel wire passing hole 22a is positioned below the first steel wire passing hole 21a.

The intermediate blocks 22 are spaced apart from one another by a predetermined distance.

Therefore, when the center portion of the girder body 11 is sagged after completion of the bridge, the girder body 11 must be reinforced. When the girder body 11 is reinforced, the first steel wire passage hole 21a and the second steel wire passage hole 21a After the reinforcing post tension wire 25 is passed through the steel wire passing hole 22a and tensioned, both ends of the reinforcing post tension wire 25 are fixed to the pair of fixing blocks 21, The body 11 can be reinforced.

At this time, the reinforcing post tension wire (25) inserted into the first wire through hole (21a) and the second wire through hole (22a) is located at the upper end of the reinforcing post tension wire (25).

On the other hand, a steel plate (not shown) is embedded in the fixing block 21 so as to fix the reinforcing post tension wire 25.

The maintenance device 20 is an exposure type for exposing the reinforcing post tension wire 25 to the outside and is more convenient than the inner type in which the steel wire is passed through the sheath pipe to the inside of the girder. Since the first and second through-hole 21a and 22a are exposed outside the girder body 11, the first and second through-holes 21a and 22a are not clogged even after a long period of time. It is easy to remove and easy maintenance.

Meanwhile, the girder bodies 11 may be spaced apart from each other by a predetermined distance. In this case, the girder body 11 may be formed with a beam 23 connecting the intermediate blocks 22 to each other.

The cross beams 23 serve to disperse the load by bundling the girder bodies 11.

Hereinafter, a method of manufacturing the pre-tensioned PS seeder 10 according to the present invention will be described.

First, a plurality of reaction force pieces 30 are assembled on the bottom surface of the manufacturing site, and a pair of the molds 40 installed on the upper side of the reaction force piece 30 are opened.

In other words, the PS seed girder 10 is manufactured at a place adjacent to the bridge construction site, and the reaction force band 30 is formed of a concrete material in which a "C"

After the plurality of reaction force pieces 30 are arranged in the longitudinal direction, the plurality of reaction force pieces 30 are assembled by passing the assembly steel rods 31 in the longitudinal direction of the reaction force pieces 30.

The reaction force band 30 serves to support the pretension wire 12 when it is tensioned.

The pair of dies 40 are installed on the upper side of the reaction force band 30 so as to face each other with a predetermined distance therebetween and the lower ends of the pair of the dies 40 are positioned on the upper side of the reaction force band 30. [ Is rotatably hinged to the formwork bottom plate (41) placed on the side, and the pair of formworks (40) is opened and closed around the hinge.

Therefore, after the plurality of reaction force bars 30 are assembled, the pair of the molds 40 are opened so that the reinforcing bars 11d to be described later can be placed on the reaction force bar 30.

Subsequently, after the plurality of reaction force bars 30 are assembled and the pair of the molds 40 are opened, the reinforcing bars 11d are assembled and a plurality of pre-tension steel wires 12 ) Between the pair of the molds 40 on the upper side of the reaction force band 30 in the state where the reaction force band 30 is inserted.

That is, the reinforcing bars 11d to be formed inside the girder body 11 are preliminarily assembled around the reaction force band 30, and then a pair of the molds 40 on the upper side of the reaction force band 30 Respectively.

The plurality of pre-tension steel wires 12 may be assembled together at the time of assembling the reinforcing bars 11d and then be lifted up to the upper side of the reaction force band 30 through a crane or only the reinforcing bars 11d may be assembled, A plurality of pre-tension steel wires 12 may be provided on the lower portion of the reinforcing bars 11d.

A sheath pipe 11b is provided at an upper end of the reinforcing bar 11d when the reinforcing bars 11d are assembled so that the sheath pipe 11b is installed on the pier of the bridge after the completion of the manufacturing of the pier sheath 10, The post tension wire 11c is inserted into the sheath pipe 11b of each neighboring PS seeder girder 10 so as to connect the respective PS sheath girder 10 in a tensioned state.

Next, after the reinforcing bar 11d and the pretension steel wire 12 are placed on the reaction force band 30, a tensile band 50 is installed on both ends of the reaction force band 30, So that both end portions of the elastic member 12 protrude outward through the tension member 50.

The tension bar 50 is formed with a through hole such that the pre-tension steel wire 12 penetrates through the through hole of the tension bar 50. Thus, the end of the plurality of pre- tension wires 12 is inserted into the through hole of the tension bar 50, Respectively.

In this case, the tension bar 50 is disposed in close contact with both ends of the reaction force bar 30, that is, the tension bar 50 is installed on the rail provided on the bottom surface, can do.

Next, the pretensioning steel wire 12 is tensioned on the outside of the tensile band 50.

During the tensioning of the pre-tension steel wire 12, the tension is maintained until the curing of the girder body 11 is completed in a step to be described later.

Next, after the pre-tensioning wire 12 is stretched, a step of positioning the pair of open dies 40 is performed.

That is, the pair of the molds 40 are located in the inward direction and are positioned in the outward direction.

Next, after the pair of dies 40 are properly positioned, a step of pouring concrete for forming the girder body 11 between the pair of dies 40 is performed.

Since the pre-tension steel wire 12 is in a tensioned state at the time of pouring the concrete, the position of the pre-tension steel wire 12 is not changed and installation error can be reduced even when the concrete is impacted.

Next, after the curing of the concrete, the step of cutting the plurality of pre-tension steel wires 12 protruding outward of the concrete is performed, and then the mold 40 is removed, The manufacturing is completed.

On the other hand, when the concrete is cured, a maintenance device 20 is formed on the side surface of the girder body 11 so as to reinforce the girder body 11. [

Since the maintenance device 20 has been described above, a detailed description thereof will be omitted.

Each of the PS seam girders 10 is attached to the sheath pipe 11b provided on the upper portion of the girder 10 by means of a post tension wire 11c and then tensioned.

The above-described manufacturing method of the PS seeder 10 may be changed according to the purpose.

10: PSS seed girder 11: Girder body
12: Pre-tensioning wire 20: Maintenance device
21: fixing block 22: intermediate block
25: Post tension wire for reinforcement
30: reaction force vs. 40: die
50: tensile band

Claims (8)

As a pre-tensioned PS-girder,
A girder body 11 in which the thickness T1 of the center portion in the longitudinal direction and the thickness T2 of the both end portions are formed identically,
A plurality of pre-tension steel wires 12 installed in a lower portion of the girder body 11 in a longitudinally tensioned state and integrated with the girder body 11,
And a maintenance device (20) provided on a side surface of the girder body (11) so as to reinforce the girder body (11). The method according to claim 1,
The maintenance device 20 is formed to protrude from both side ends of the girder body 11 and has a first steel wire through hole 21a through which the reinforcing post tension wire 25 passes, A pair of fixing blocks 21 for fixing both ends of the post tension wire 25,
A second steel wire through hole 22a is formed so as to protrude from a side surface of the girder body 11 between the pair of fixing blocks 21 and to allow the reinforcing post tension wire 25 to pass therethrough, And an intermediate block 22 formed so that a twin steel wire passing hole 22a is located below the first steel wire passing hole 21a,
When reinforcing the girder body 11, the reinforcement post tension wire 25 is passed through the first steel wire through hole 21a and the second steel wire through hole 22a to stretch the reinforcing post tension wire 25, (25) is fixed to the pair of fixing blocks (21). The method according to claim 1,
A sheath pipe 11b provided at an upper side end portion of the girder body 11 and a post 11a connecting the other girder body 11 adjacent to the girder body 11 through the sheath pipe 11b in a tensioned state, And a tensile steel wire (11c). ≪ RTI ID = 0.0 > 11. < / RTI > The method according to claim 1,
The pre-tension steel wire (12) is installed in a linear shape inside the girder body (11)
At both end faces of the girder body 11 where the pre-tension steel wire 12 is located, concave grooves are formed,
Characterized in that the pre-tension steel wire (12) is exposed in the groove and then the finishing material is filled in the groove so that the pre-tension steel wire (12) is not exposed to the outside. Mr. Seether. A method of manufacturing a pretensioner type PS seam girder,
A step of assembling a plurality of reaction force pieces 30 on the bottom surface of the manufacturing place and opening a pair of molds 40 provided on the upper side of the reaction force piece 30,
Assembling the reinforcing bars 11d and placing the reinforcing bars 11d between a pair of the molds 40 on the upper side of the reaction force band 30 in a state where a plurality of pretension steel wires 12 are inserted below the reinforcing bars 11d; ,
Providing a tensile band 50 on both ends of the reaction force band 30 so that both end portions of the pretension wire 12 extend through the tensile band 50 and protrude to the outside;
Tensioning the pretension wire (12) at the outside of the tensile band (50)
Positioning the pair of molds (40) spaced apart,
Placing the concrete for forming the girder body (11) between the pair of dies (40)
And cutting the plurality of pretensioning steel wires (12) protruding outward of the concrete after curing of the concrete. ≪ RTI ID = 0.0 > 8. < / RTI > 6. The method of claim 5,
A sheath tube 11b is provided at an upper end of the reinforcing bar 11d when assembling the reinforcing bars 11d,
The post tension steel wire 11c is inserted into the sheath pipe 11b of each of the neighboring psi sheath girder 10 when the psi sheath girder 10 is installed on the bridge pier after the completion of the manufacture of the psi sheath girder 10 And connecting each of the PSS seed girders (10) in a tensioned state. 6. The method of claim 5,
The pair of molds 40 are installed on the upper side of the reaction force band 30 so as to face each other with a predetermined distance therebetween and the lower ends of the pair of the molds 40 are placed on the upper side of the reaction force band 30 Wherein the pair of formworks (40) are installed to be folded and unfolded around the hinge, so that the pair of formworks (40) are rotatably hinged to the placed formwork bottom plate (41) Way. 6. The method of claim 5,
A maintenance device 20 is provided on the side surface of the girder body 11 so as to reinforce the girder body 11 after the completion of the PS sheath girder 10,
The maintenance device 20 is formed to protrude from both side ends of the girder body 11 and has a first steel wire through hole 21a through which the reinforcing post tension wire 25 passes, A pair of fixing blocks 21 for fixing both ends of the post tension wire 25,
A second steel wire through hole 22a is formed so as to protrude from a side surface of the girder body 11 between the pair of fixing blocks 21 and to allow the reinforcing post tension wire 25 to pass therethrough, And an intermediate block 22 formed so that a twin steel wire passing hole 22a is located below the first steel wire passing hole 21a,
When reinforcing the girder body 11, the reinforcement post tension wire 25 is passed through the first steel wire through hole 21a and the second steel wire through hole 22a to stretch the reinforcing post tension wire 25, (25) is fixed to the pair of fixing blocks (21). The method of manufacturing a pre-tensioned PS seam girder according to claim 1,
KR1020130064134A 2013-06-04 2013-06-04 Pre-tension psc girder and its manufacturing method KR20140142555A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020130064134A KR20140142555A (en) 2013-06-04 2013-06-04 Pre-tension psc girder and its manufacturing method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020130064134A KR20140142555A (en) 2013-06-04 2013-06-04 Pre-tension psc girder and its manufacturing method

Publications (1)

Publication Number Publication Date
KR20140142555A true KR20140142555A (en) 2014-12-12

Family

ID=52460009

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020130064134A KR20140142555A (en) 2013-06-04 2013-06-04 Pre-tension psc girder and its manufacturing method

Country Status (1)

Country Link
KR (1) KR20140142555A (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101959333B1 (en) * 2018-05-04 2019-03-19 주식회사 에이스이엔씨 Pre-stressed concrete (psc) beam producing method for forming steel reinforcement assembly by connecting prefabricated segments of steel reinforcement assembly in construction field
KR101948026B1 (en) * 2018-05-04 2019-05-02 주식회사 에이스이엔씨 Pre-stressed concrete (psc) beam producing method for forming steel reinforcement assembly by connecting prefabricated segments of steel reinforcement assembly in construction field

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101959333B1 (en) * 2018-05-04 2019-03-19 주식회사 에이스이엔씨 Pre-stressed concrete (psc) beam producing method for forming steel reinforcement assembly by connecting prefabricated segments of steel reinforcement assembly in construction field
KR101948026B1 (en) * 2018-05-04 2019-05-02 주식회사 에이스이엔씨 Pre-stressed concrete (psc) beam producing method for forming steel reinforcement assembly by connecting prefabricated segments of steel reinforcement assembly in construction field

Similar Documents

Publication Publication Date Title
KR101394193B1 (en) Incremental launching apparatus for launching concrete slab for composite bridge using form of buried type
CN110847044B (en) Semi-prefabricated assembled bent cap construction method
KR100682794B1 (en) Manufacturing method for prestressed steel composite girder
KR101401467B1 (en) The bi-prestressed concrete U-type girder and its construction method
KR101214602B1 (en) Incremental launching apparatus for constructing rail-type concrete slab of composite bridge using shearing connector rail, and method for the same
KR101222620B1 (en) Prestressed concrete girder and it's manufacture and construction method which used pretensioning steel plate
CN109338896B (en) Construction method of broad-width concrete PK box girder support system
KR101347113B1 (en) Incremental launching apparatus for constructing shearing pocket-type concrete slab of composite bridge
JP5984131B2 (en) Prestressed concrete truss girder formwork equipment
KR101585594B1 (en) Dual-prestressing composite beam and the construction method therewith
KR101196874B1 (en) Girder making methos for precast end seggement using end mold and girder therewith
CN109881575B (en) Pi-shaped cross section prefabricated bent cap adopting internal prestressed tendons and prefabricating method thereof
KR20140142555A (en) Pre-tension psc girder and its manufacturing method
KR101223753B1 (en) Incremental launching apparatus for launching concrete slab of tunnel type for composite bridge, and constructing method for the same
KR101232330B1 (en) Psc girder using core member and main beam, the making method and bridge construction method using the psc girder
KR101067717B1 (en) Process for producing prestressed concrete girder and concrete girder structure
KR20190007805A (en) Arch Type PSC Member Manufacturing Method And Arch Type PSC Member
KR102077385B1 (en) Prestressed Steel-Concrete Composite Girder
KR100889140B1 (en) The assembly type hollow slab
KR101319509B1 (en) Pretension concrete structure and construction method therefor
KR102059463B1 (en) Pretension concrete beam and construction method thereof
KR100583671B1 (en) Prestressed concrete beam manufactured by installing steel anchorage devices to various positions and reinforcing member to the upper and lower flanges, and construction method of bridge using the concrete beam
KR101734304B1 (en) Manufacturing Method of Efficient Steel-Concrete Composite Girder, Construction Method of Continuous Bridges using such Composite Girder, and Continuous Bridges constructed by such Method
KR101293548B1 (en) Structure and construction method of prestressed precast beam
CN210013103U (en) Pi-shaped cross section prefabricated bent cap adopting external prestressed tendons

Legal Events

Date Code Title Description
A201 Request for examination
E902 Notification of reason for refusal
E601 Decision to refuse application