KR101609837B1 - Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof - Google Patents

Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof Download PDF

Info

Publication number
KR101609837B1
KR101609837B1 KR1020150078230A KR20150078230A KR101609837B1 KR 101609837 B1 KR101609837 B1 KR 101609837B1 KR 1020150078230 A KR1020150078230 A KR 1020150078230A KR 20150078230 A KR20150078230 A KR 20150078230A KR 101609837 B1 KR101609837 B1 KR 101609837B1
Authority
KR
South Korea
Prior art keywords
girder
plate
hinge
bottom plate
vertical wall
Prior art date
Application number
KR1020150078230A
Other languages
Korean (ko)
Inventor
주재호
김윤수
Original Assignee
비알테크(주)
주재호
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 비알테크(주), 주재호 filed Critical 비알테크(주)
Priority to KR1020150078230A priority Critical patent/KR101609837B1/en
Application granted granted Critical
Publication of KR101609837B1 publication Critical patent/KR101609837B1/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
    • 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
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/268—Composite concrete-metal

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

In the present invention, a bottom plate slab (S) concrete is laid in the construction of the right corner portion and the ramen structure together with the placement of the bottom plate slab S after the precast girder G is mounted on the vertical wall V, Shaped hinge support structure provided at both lower ends of the precast girder G with respect to the load of the bottom plate slab S so that the complete pivoting without residual stress is exerted, (C) is minimized and the workability is improved due to no occurrence of the root cause due to the load of the bottom plate slab (S) in the right corner portion (right corner portion) And a shear resistance function for the lower portion of the precast girder G).

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an improved ramen bridge having an upper and a lower hinge support structure coupled to a girder, and a method of constructing an improved ramen bridge using the horseshoe bridge structure,

The present invention relates to an improved ramen bridge in which upper and lower hinge support structures are coupled to a girder, and a method of constructing an improved ramen bridge using the same. And a shear resistance function for a bottom shear (S) and a precast girder (G) lower shear force without a composite space are simultaneously performed.

More specifically, the hinge base 100 is a structure composed of a top support structure 10, a bottom support structure 20, and a shear reinforcing bar 30 for a hinge.

First, the simple beam behavior is hinged by the upper and lower support structures 10 and 20 by the shear reinforcing bars 30 for the hinge. The rotation of the upper and lower support structures 10 and 20 is rotated about the hinge shear reinforcement 30.

The upper support structure (10) is a burial system buried in the precast girder (G).

In the upper support structure 10 embedded in the girder G, only the jam-shaped plate 16 protrudes to the lower portion of the precast girder G.

The corresponding bottom supporting structure 20 is a non-buried type in which it is not buried in the vertical wall V.

The lower support structure 20 is coupled to the upper support structure 10 and is suspended.

The coupling of the upper and lower support structures 10 and 20 is assembled in a state in which the precast girder G is lifted and lowered for the mounting of the girder G. [ At this time, the lower supporting structure 20 is lowered together with the girder G. The bottom support structure 20 of the girder G is first placed on the floor of the vertical wall V. [ This is how the girder G is mounted on the vertical wall V. [

Second, the shear resistance function with respect to the lower shearing force of the precast girder (G) is performed by the structure of the hinge support 100 of the hinge type.

Unlike the upper part, there is no synthetic space in which a bottom plate slab S is laid under the precast girder G. Therefore, no stirrup (shear reinforcement) 40 can be installed, and shear with the bottom plate slab S A resistance composite can not be formed. The lower part of the girder (G) is in a condition very vulnerable to shear force.

In the present invention, only a hinged base 100 structure is installed below the precast girder G.

The shear resistance structure is achieved by a shear reinforcing bar 30 for hinging the upper and lower supporting structures 10 and 20.

The composite of the shear resistance structure reinforced by the bottom plate slab (S) concrete of the right corner C together with the shear reinforcing bars 30 for the hinge serves as a shear resistance function.

As described above, the hinge-support structure of the present invention has a simple structure and a structure in which a dual function, that is, a simple beam turning function and a shear resistance function under the girder G are performed at the same time, (J) is a useful invention that is structurally safe and economical.

Recently, in the construction and construction of the ramen bridge structure, a method of improving the workability and structural safety by using the precast girder (G) to eliminate the burrs and reduce the length of the girder has been steadily developed.

The ramen bridge is generally formed by first forming a vertical wall V and then placing the precast girder G on the top of the vertical wall V and then placing and curing the bottom slab S concrete, And the steel joints J of the cemented carbons C are tightened to complete the construction of the ramen bridges.

The construction of such a ramen bridge can be divided into two types according to whether the bottom plate slab (S) is hinged before the curing of the concrete (pivoting method), or if it is intact with the "pouring → curing" (strength method). 1)

The pivoting method is a method in which a simple beam behavior occurs by using the curing of the bottom plate slab (S) concrete. The turning part (H) must have a turning means. (See Fig. 1 (b)).

In the pivoting method, the bottom plate slab (S) concrete is laid on the precast girder (G), but the rotating action of the bottom plate slab (S) concrete is made until the bottom plate slab (S) A moment is not applied to the end portion of the precast girder G (see Fig. 1 (b)). That is, in the pivoting method, the crown of the bottom plate slab (S) concrete is cured together with the curing of the concrete in a state where no moment is applied.

The steeping method is a conventional steeping method in which the bottom plate slab (S) concrete is poured with "pouring → curing" as it is without rotating means unlike the pivoting method. (See Fig. 1 (a)).

Since the stiffening portion J of the right corner portion C is intact as it is without being rotated with respect to the weight of the bottom plate slab S concrete, the end portion of the precast stiffener G positioned at the right corner C -M). The cross section of the right corner C becomes an uneconomical cross section by the magnitude of the negative moment (-M).

The bottom dead-end slab (S) The secondary dead load (packing, railing) and the common load are loaded thereon in a state where the joint portion (J) of the right corner (C)

In FIG. 2, the moment based on the general strength method (FIG. 1 (a)) and the corresponding rotation method (FIG. 1 (b)) are compared with each other.

2 (a) is a diagram showing the relationship between the weight of the bottom plate slab S and the strength of the bottom plate slab S as shown in Fig. 2 (a) And the moments due to the rotation method using the rotation of the rotary part H before curing.

Fig. 2 (b) is a moment chart for the moments acting on the above two systems in a state in which the " secondary dead load + common load "

FIG. 2C is a moment chart of the moments acting on the above-described systems as moments obtained by adding "(a) + (b)".

As described above, a bending moment due to the self weight of the concrete occurs in the precast girder (G) before curing of the bottom plate slab (S), and the girder G has a downward convex deflection as shown in FIG. The end portion is rotated in the upward direction at the end portion with the pivoting method as a fulcrum.

Such a conventional rotating structure is complicated in structure and has a large number of contact surfaces due to pivoting, resulting in a large rotational friction resulting therefrom. As a result, the right corner C is strongly jumped, M) is inevitable, and as a result, the cross section of the right-angled portion becomes uneconomical.

On the other hand, when the secondary dead load (packing, railing) and the common load are loaded on the bottom plate slab (S) in the state where the right corner C is strong by the concrete, -M), and shear force is generated on the upper and lower surfaces of the end portions of the precast girder G. (See Fig. 7)

With respect to the bending tensile stress due to the mandrel (-M) on the outer side of the right corner C, the bending tensile reinforcing bar 50 coming from the vertical wall V is connected to the coupler 52, (Fig. 7) by placing the flexural tensile steel bars 50 in the space of the bottom plate slab S (see Fig. 7)

The shear force generated on the upper portion of the precast girder G is produced by protruding a stirrup 40 (shear reinforcement) on the upper portion of the girder G when the precast girder G is manufactured, (Synthetic) space, and is then firmly combined by the concrete slab S, so that the shear force generated on the upper surface of the end portion of the precast girder G is sufficiently resisted. (See Fig. 7)

However, there is no resistance structure for the shear force generated on the bottom surface of the precast girder G. Unlike the upper surface of the precast girder G, the lower surface of the precast girder G does not have a space for installing the bottom slab S and there is no synthetic space for installing the stirrup 40 (shear reinforcement). It is inevitable that the bottom end of girder (G) without resistance structure against shear force causes problems of durability of girder and structural dynamical problem due to shear force.

Therefore, it is a technical problem to be pursued by the present invention to have a resistance structure against the shear force generated in the lower part of the precast girder G without a synthetic space in the structure.

(a) In the present invention, the bottom plate slab concrete is laid in the construction of the right corner portion and the ramen structure together with the placement of the bottom plate slab after the precast girder is mounted on the vertical wall body. The hinge support structure at the lower end of the girder allows the simple pivoting motion and the complete pivoting without residual stress to be performed. As a result, the pendulum due to the load of the bottom plate slab does not occur at the end of the precast girder The cross section of the section is minimized and the workability is improved while the right angle portion where the precast girder G meets the vertical wall body is strengthened at the same time as the bottom plate slab concrete is cured so that the structural behavior as the ramen structure is surely achieved However,

(b) In addition, the hinged bearing of simple design has a simple structure, which has a simple function of two functions, that is, a complete rotation without residual stress, and a precise lowering of precast girder under shear force And the shear resistance function is performed simultaneously, thereby making the steel joint J of the right-angled portion to have a structurally safe and economical cross-section.

The construction of the improved ramen bridge in which the upper and lower hinge support structures of the present invention are coupled to the girder will be described as follows.

The bottom plate slab (S) concrete is laid on the precast girder (G), and the load of the bottom plate slab (S) before the curing is applied by simple beam turning. After the bottom plate slab (S) In a ramen bridge in which the right corner (C) where the girder (G) and the vertical wall (V) meet is stronger in the form of a ramen structure

The structure of the hinge support 100 in the width direction of the precast girder G at both ends of the precast girder G is composed of the upper support structure 10 and the lower support structure 20, The upper and lower support structures 10 and 20 are hinged to each other by the insertion of the front plate 30 and the front end reinforcement through holes 162 of the peripheral plate 16 of the upper support structure 10, The upper support structure 10 includes a horseshoe-shaped plate 16 protruding downward in the longitudinal direction of the precast girder G while the hinge shear reinforcement 30 is inserted and penetrated in the state where the through holes 264 are aligned with each other, An insert plate 14 provided on the surface of the precast girder G and a shear connection member 12 embedded in the girder G in the width direction of the precast girder G, 14 are integrally formed with a shear connector 12 and a lower plate 16 integrally The two vertical plates 26 and 26 having the insertion space portion 262 formed therein are welded and fixed to the horizontal plate 24 in the vertical direction and fixed to the horizontal plate 24, Shaped plate 16 is inserted and rotated in the insertion space portion 262 formed with the space portion along the longitudinal direction of the cast girder G. The hinge shear reinforcement for hinging the upper and lower support structures 10 and 20 30 is inserted in the width direction of the precast girder G and the length of the shear reinforcing bar 30 for the hinge is sufficiently longer than the length of the insert plate 14 of the upper support structure 10, And the upper and lower hinge support structures are made to have the same shape as the moment shape of the girder so that the rotation of the girder (G) can be smoothly performed by the weight of the bottom plate slab (S) Lt; RTI ID = 0.0 > Ramen < / RTI >

The size of the front-end reinforcing bar through-holes 162 of the flat plate 16 and the corresponding front-end reinforcing bars 264 of the vertical plates 26 (26) Wherein the upper and lower hinge support structures are formed to have a size larger than the diameter of the hinge support structure and sufficiently large so that the rotation of the hinge shear reinforcement 30 can be completely exerted without residual stress.

Now, the hinge base of the present invention has a simple structure and has a function of a simple beam turning function in which the function shown in FIG. 2, that is, the complete rotation without residual stress, and the pre- And a shear resistance function with respect to the lower shear force of the girder (G) is performed at the same time.

First, the simple bending behavior by the structure of the hinge base 100 of the hinge type will be described as follows.

The simple beam behavior is hinged by the upper and lower support structures 10 and 20 by the shear reinforcing bars 30 for the hinge. The rotation of the upper and lower support structures 10 and 20 is rotated about the hinge shear reinforcement 30.

The upper support structure (10) is a burial system buried in the precast girder (G).

In the upper support structure 10 embedded in the girder G, only the jam-shaped plate 16 protrudes to the lower portion of the precast girder G.

The corresponding bottom supporting structure 20 is a non-buried type in which it is not buried in the vertical wall V.

The lower support structure 20 is coupled to the upper support structure 10 and is suspended.

The coupling of the upper and lower support structures 10 and 20 is assembled in a state in which the precast girder G is lifted and lowered for the mounting of the girder G. [ At this time, the lower supporting structure 20 is lowered together with the girder G. The bottom support structure 20 of the girder G is first placed on the floor of the vertical wall V. [ This is how the girder G is mounted on the vertical wall V. [

The insertion space portion 262 of the lower supporting structure 20 is inserted into the semi-finished plate 16 protruding from the upper supporting structure 10 and then the front shearing reinforcing bar 30 ) Are inserted and penetrated.

The insertion space portion 262 of the lower support structure 20 is a space formed between the two vertical plates 26 and 26. The two vertical plates 26 and 26 are welded and fixed to the horizontal plate 24.

The bottom plate structure 24 is embedded in the vertical wall V by being cured by the curing of the subsequent bottom plate slab S concrete in a state where the horizontal plate 24 is mounted on the flat surface portion of the vertical wall V Unlike the buried system of the prior art, the burial process is omitted, the construction is easy, the work is efficient, and the right corner C is structurally safe.

The size of the front-end reinforcing bar through-holes 162 of the flat plate 16 and the size of the front-end reinforcing bars 264 of the two vertical plates 26 and 26 corresponding to the front- It is advantageous that the rotation of the shear reinforcing bar 30 for the hinge can be completely exerted without residual stress.

Even if the shear reinforcing through holes 162 and 264 are enlarged as described above, since the following steel sheet is cured by the curing of the bottom plate slab (S) concrete, the structural behavior as a laminated structure is assured and the safety and workability of the laminated structure are ensured do.

Next, the shear resistance structure with respect to the lower shear force of the precast girder (G) by the structure of the hinge support 100 of the hinge type will be described.

A synthetic space is formed in the upper part of the precast girder G so that a stirrup (shear reinforcing bar) 40 protruding above the girder G together with a concrete slab S is generally formed.

The composite of the stirrup (shear reinforcement) 40 and the bottom plate slab (S) concrete formed in the composite space is the shear resistance structure against the shear force of the precast girder G directly.

Unlike the upper portion, there is no synthetic space in which the bottom slab S is laid under the corresponding precast girder G. Therefore, no stirrup (shear reinforcement) 40 can be installed, Shear resistance composite with concrete can not be formed. The lower part of the girder (G) is in a condition very vulnerable to shear force.

In the present invention, only a hinged base 100 structure is installed below the precast girder G.

The hinge base (100) of the hinge structure has a structure having a shear resistance function for the lower shear force of the girder (G) in addition to a simple beam action function.

The shear resistance structure is achieved by a shear reinforcing bar 30 for hinging the upper and lower supporting structures 10 and 20.

That is, the shear resistance composite formed by the bottom plate slab (S) concrete of the right corner portion (C) together with the hinge shear reinforcing bars (30) functions as a shear resistance function.

The hinge joint of the upper and lower support structures 10 and 20 is not affected by the length of the shear reinforcing bar 30 for the hinge but the shearing resistance of the lower shearing force of the girder G is not limited by the length of the hinge reinforcing shear reinforcement 30, The longer it is, the better. The structure of the hinge support 100 is a structure free of the length of the shear reinforcing bar 30 for the hinge.

As described above, since the hinge support structure of the present invention has a simple structure and a dual function, that is, a simple beam turning function and a shear resistance function under the girder G are simultaneously performed, J) is structurally safe and economical.

(a) In the present invention, the bottom plate slab concrete is laid in the construction of the right corner portion and the ramen structure together with the placement of the bottom plate slab after the precast girder is mounted on the vertical wall body. Since the hinge support structure at the lower end of the girder has a simple hinged pivoting motion and a complete pivoting motion without residual stress is exhibited, the moment caused by the load of the slab of the bottom plate is generated at the end of the precast girder The cross section of the right-angled corner portion is minimized and the workability is improved. On the other hand, the right angle portion where the precast girder G meets the vertical wall body is strengthened at the same time as the bottom plate slab concrete is cured, ,

(b) In addition, the hinged bearing of simple design has a simple structure and functions as a simple beam turning function in which the function shown in Fig. 2, that is, the complete rotation without residual stress is exhibited, and the shear force acting on the precast girder lower shear force And the shear resistance function is performed at the same time, the steel joint J of the right-angled portion is a useful invention having an effect of having a structurally safe and economical cross-section.

1 is a cross-sectional view of a prior art steel-concrete type in which a vertical wall V and a both-end steel joint J of a girder G are tightened and then a bottom plate slab concrete is installed.
(b) A sectional view of a hinge type of the prior art in which a bottom plate slab concrete is installed in a state in which both ends of a lower end of a vertical wall V and a girder G are hinged
2 is a diagram showing moments in comparison with respective moments acting on the rigid structure J and the hinge structure H of Fig. 1 (here, Fig. 2 (a) is a graph showing the moments at the time of pouring the bottom plate slab concrete FIG. 2 (b) is a view of the moment versus the moment when the secondary dead load + common load is applied, and FIG. 2 (c)
3 is a view showing the rotation of the hinge base and the bending state of the girder due to the weight of the precast girder and the weight of the slab concrete of the bottom plate
[Fig. 4] Fig. 4 is a view showing a state in which the present invention hinge base is installed in the longitudinal direction of the precast girder at both lower ends of the pre-
5 is a state diagram of the precast girder viewed from the width direction
FIG. 6 is a cross-sectional view of a pre-cast girder section showing a laminated structure having a shear resistance composite with a shear resistance under the lower girder due to the strength of the bottom plate slab (S)
Fig. 7 is a sectional view of the right corner C of Fig. 6 taken along the longitudinal direction of the precast girder G. Fig.
8 is a sectional view taken along the width direction of the precast girder (G)

The construction of the improved ramen bridge construction method using the upper and lower hinge support structures coupled to the girder of the present invention will be described in more detail with reference to the accompanying drawings.

The bottom plate slab (S) concrete is laid on the precast girder (G), and the load of the bottom plate slab (S) before the curing is applied by simple beam turning. After the bottom plate slab (S) In a construction method of a ramen bridge in which a right corner (C) where a girder (G) and a vertical wall (V) meet is strong in the form of a ramen structure

(a) The precast girder G is manufactured and the shear connection member 12 is buried in both end width directions of the precast girder G. The insert plate 14 welded and fixed integrally with the shear connection member 12 The prefabricated plate 16, which is provided on both lower end surfaces in the longitudinal direction of the precast girder G and integrally welded and fixed along the longitudinal direction of the insert plate 14, Fabricating a precast girder (G) protruding perpendicularly in the longitudinal direction of the girder (G);

The horizontal plate 24 of the inverted-π-shaped receiving plate 22 is made to face the vertical plane V of the vertical wall V, And an insertion space portion 262 in which the peripheral plate 16 is inserted by the two vertical plates 26 and 26 is formed so as to correspond to the front end reinforcing through hole 162 of the peripheral plate 16 Forming an inverted-π-shaped receiving plate (22) having a front end reinforcing through hole (264) formed in the vertical plate (26);

(c) In a state in which the precast girder G produced in the step (a) is slightly lifted, the pre-cast girder G is vertically projected from the lower end of the precast girder G, Shaped reinforcing plate 26 is inserted into the front end reinforcing through hole 162 and the two vertical plates 26 and 26 of the front plate 26 and the front reinforcing through hole 264 Shaped support plate 22 is inserted into and passed through the hinge shear reinforcement 30 to engage the support plate 22 with the inverted π-shaped support plate 22 and then slowly lower the precast girder G to form an inverted π- Mounting the precast girder (G) on the vertical wall (V) while the horizontal plate (24) of the backing plate (22) is placed on the vertical plane of the vertical wall (V);

(d) Placing a bottom plate slab (S) concrete on the precast girder (G) and placing the bottom plate slab (S) concrete hinged by the hinge shear reinforcing bar (30) And the vertical plate (26) (26) of the inverted-π-shaped receiving plate (22) is fully exerted without residual stress;

(e) By the curing of the bottom plate slab (S) concrete placed on the precast girder (G), the strength of the right corner (C) where the precast girder (G) (30) to form a ramen structure having a shear resistance composite. The method for constructing an improved ramen bridge using the upper and lower hinge support structures coupled to the girder.

In the step (b), the size of the front-end reinforcing steel through-hole 162 of the flat plate 16 and the size of the front-end reinforcing steel through-hole 264 of the two vertical plates 26 (26) Is formed to be larger than the diameter of the shear reinforcement (30), and the shear reinforcement (30) is formed such that the rotation of the shear reinforcement for hinge (30) is completely exerted without residual stress. The improved ramen bridge using the upper and lower hinge support structures .

100; Hinge base
10; Upper support structure
12; Shear connector, 14; Insert plate, 16; Hexagonal plate, 162; Shear reinforcement hole,
20; Bottom support structure
22; An inverted-π shaped receiving plate, 24; Horizontal plates 24, 26; Vertical plate, 262; Insertion space portion, 264; Shear reinforcement hole,
30; Shear reinforcement for hinges
40; Stirrup (shear reinforcement)
50; Flexural tensile bars
52; Coupler
G; Precast girder
C; Right corner
V; Vertical wall
J; Steel joint
H; The turning part
S; Bottom plate slab

Claims (4)

The bottom plate slab (S) concrete is laid on the precast girder (G), and the bottom plate slab (S) load before the curing is constructed by the upper and lower hinge structures, In a ramen bridge in which the right corner C where the precast girder G and the vertical wall V meet is stronger in the form of a ramen structure

The hinge structure composed of the upper and lower support structures 10 and 20 is provided only in the girder G and the vertical wall V corresponding to the hinge structure is formed with an orbital plane and the girder G Is placed between the girder G and the vertical wall V by being mounted on the vertical plane V of the vertical wall V while the upper backrest structure 10 of the " hinge structure & An insert plate 14 provided on the surface of the girder G and a flat plate 16 protruding out of the girder G are integrally formed and the lower portion The support structure 20 'has a structure in which the vertical plate 26, the horizontal plate 24, and the insertion space 262 are integrally formed, and the above-mentioned semi-circular plate 16 and the insertion space 262 Hinge structure " of the upper and lower support structures 10 and 20 hinged to each other by hinges is installed in the form of hanging on the lower portion of the girder G. [ An improved ramen bridge with upper and lower hinge support structures joined to the girder
delete The bottom plate slab (S) concrete is laid on the precast girder (G), and the bottom plate slab (S) load before the curing is constructed by the upper and lower hinge structures, In a ramen bridge in which the right corner C where the precast girder G and the vertical wall V meet is stronger in the form of a ramen structure

(A) the upper support structure 10 integrally formed by the shear connector 12, the insert plate 14, and the annular plate 16 perpendicular to the insert plate 14 in the width direction of the girder G The insert plate 14 is installed on the surface of the girder G and the end plate 16 provided in the longitudinal direction of the girder G is fixed on the girder G G) of the pre-cast girder (G);

(B) The lower support structure 20 corresponding to the upper support structure 10 comprises a vertical plate 26, a horizontal plate 24 and an insertion space 262 ', while the vertical plate 26 and , A horizontal plate (24), and an insertion space (262);

In assembling the upper and lower support structures 10 and 20, the insertion space portion 262 of the lower support structure 20 is inserted into the upper plate 16 protruding out of the upper support structure 10, The lower supporting structure 20 is suspended on the girder G by the hinge shear reinforcing bars 30 in the state where the through holes 162 and 264 are aligned with each other, Hinging;

The horizontal plate 24 of the lower supporting structure 20 is fixed to the vertical wall V by mounting the girder G on the seating plane of the vertical wall V in a state in which the upper and lower supporting structures 10 and 20 are suspended on the girder G. [ So that the " hinge structure " of the upper and lower support structures (10) and (20) is placed on the vertical wall (V) while being in contact with the seating plane of the upper and lower hinge supports (V) Construction method of improved ramen bridge by using structure
delete
KR1020150078230A 2015-06-02 2015-06-02 Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof KR101609837B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020150078230A KR101609837B1 (en) 2015-06-02 2015-06-02 Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020150078230A KR101609837B1 (en) 2015-06-02 2015-06-02 Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof

Publications (1)

Publication Number Publication Date
KR101609837B1 true KR101609837B1 (en) 2016-04-11

Family

ID=55800725

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020150078230A KR101609837B1 (en) 2015-06-02 2015-06-02 Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof

Country Status (1)

Country Link
KR (1) KR101609837B1 (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101993298B1 (en) * 2018-08-14 2019-06-26 주식회사 플랜이엔씨 Composite rahmen bridge allowing longitudinal displacement and construction method therefor
KR102433658B1 (en) 2021-10-06 2022-08-18 (주) 대현이엔씨 Hinge-type Point Connector and Construction method of Composite Frame Bridge
KR20230139541A (en) 2022-03-28 2023-10-05 김준영 Bridge using precast concrete and construction method thereof

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101259137B1 (en) * 2013-02-07 2013-04-30 주식회사 길교이앤씨 Rahmen bridge with structure for joining concrete beams and walls
KR101431640B1 (en) * 2014-03-28 2014-08-20 박정환 Fixing girder apparatus able to apply to any type of girder, and construction method of rahmen bridge using this apparatus
KR101601675B1 (en) 2015-01-08 2016-03-09 (주) 승신건설 The construction method of multicomposite Rahmen bridge

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101259137B1 (en) * 2013-02-07 2013-04-30 주식회사 길교이앤씨 Rahmen bridge with structure for joining concrete beams and walls
KR101431640B1 (en) * 2014-03-28 2014-08-20 박정환 Fixing girder apparatus able to apply to any type of girder, and construction method of rahmen bridge using this apparatus
KR101601675B1 (en) 2015-01-08 2016-03-09 (주) 승신건설 The construction method of multicomposite Rahmen bridge

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101993298B1 (en) * 2018-08-14 2019-06-26 주식회사 플랜이엔씨 Composite rahmen bridge allowing longitudinal displacement and construction method therefor
KR102433658B1 (en) 2021-10-06 2022-08-18 (주) 대현이엔씨 Hinge-type Point Connector and Construction method of Composite Frame Bridge
KR20230139541A (en) 2022-03-28 2023-10-05 김준영 Bridge using precast concrete and construction method thereof

Similar Documents

Publication Publication Date Title
KR101713863B1 (en) the rigid connection structure between precast concrete column and precast concrete beam using the temporary bracket installing precast concrete column, the modular system using the same
KR101609837B1 (en) Rahmen bridge with horseshoe shape hinge and method constructing Rahmen bridge thereof
CN105952179A (en) Bonding prestress reinforced concrete girder reinforced through pre-tensioning method and reinforcing method
JP4943141B2 (en) Joint structure of reinforced concrete columns and steel beams
CN109457801A (en) A kind of connecting node and its construction method of prefabricated prestressed concrete beam
KR101678999B1 (en) Method of manufacturing composite girder and of constructing birdge upper structure using same
KR101309004B1 (en) Rahmen bridge and constructing method thereof
KR101750177B1 (en) Punching shear stiffening member of cutting bridge type and method for constructing footing using of the same
KR20160091465A (en) Composite girder and method of manufacturing composite girder and of constructing birdge upper structure using same
KR20120060015A (en) Precast concrete member with junction for reinforcing earthquake resistance for a window frame and method of constructing a building using it
CN203808262U (en) Prefabricated superimposed main beam and auxiliary beam connecting structure
KR101577327B1 (en) Hybrid composite girder
KR101429527B1 (en) Joint structure of Composite Girder
KR101641052B1 (en) the one touch separating type non supporting form joist
KR100710583B1 (en) Hybrid system of pc column and steel beam
KR101590065B1 (en) Prefabricated composite truss girder and method for constructing thereof
CN211369156U (en) Assembled steel concrete shear force wall
CN110748008B (en) Built-in steel plate embedded combined type occlusion member for prefabricated concrete building
CN109555232B (en) Precast beam mortise and tenon joint connects
KR101309005B1 (en) Rahmen bridge and constructing method thereof
JP4293696B2 (en) Construction method of composite floor slab bridge
KR101440560B1 (en) Strucutre of steel-concrete composite borad and construction method thereof
CN111877656A (en) Step plate low-position shock insulation structure for assembled stairs and construction method
JP2010261239A (en) Reinforcing structure for column-beam joining part
JP6964407B2 (en) Column base structure and its construction method

Legal Events

Date Code Title Description
E701 Decision to grant or registration of patent right
GRNT Written decision to grant
FPAY Annual fee payment

Payment date: 20190328

Year of fee payment: 4