KR20020075136A - Construction Method of Approach Slab with Fixed End - Google Patents

Construction Method of Approach Slab with Fixed End Download PDF

Info

Publication number
KR20020075136A
KR20020075136A KR1020010015366A KR20010015366A KR20020075136A KR 20020075136 A KR20020075136 A KR 20020075136A KR 1020010015366 A KR1020010015366 A KR 1020010015366A KR 20010015366 A KR20010015366 A KR 20010015366A KR 20020075136 A KR20020075136 A KR 20020075136A
Authority
KR
South Korea
Prior art keywords
slab
fixed end
chest wall
connecting slab
abutment
Prior art date
Application number
KR1020010015366A
Other languages
Korean (ko)
Inventor
김종학
Original Assignee
(주)석탑엔지니어링
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 (주)석탑엔지니어링 filed Critical (주)석탑엔지니어링
Priority to KR1020010015366A priority Critical patent/KR20020075136A/en
Publication of KR20020075136A publication Critical patent/KR20020075136A/en

Links

Classifications

    • 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
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/02—Piers; Abutments ; Protecting same against drifting ice
    • 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

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Road Paving Structures (AREA)

Abstract

PURPOSE: A construction method for an approach slab having a fixed end is provided to prevent level difference between a bridge and pavement approaching to the bridge by reducing differential settlement between an abutment and a back-filling part and to prevent the damage of pavement and the lowering of trafficability. CONSTITUTION: The construction method for an approach slab having a fixed end comprises the steps of: tamping up to the upper side of back-filling materials of an abutment where an approach slab is installed; laying reinforcing bars to resist sectional force occurring to an end when a parapet wall of the abutment and an approach slab are coupled structurally; placing concrete to the approach slab, then curing the concrete surface to couple an approach of the abutment parapet wall structurally to function as a fixed end; and assembling reinforcing bars to the remaining part of the abutment parapet wall, then placing and curing concrete.

Description

고정단을 갖는 접속슬래브 및 그의 시공방법{Construction Method of Approach Slab with Fixed End}Connecting slab with fixed end and construction method thereof {Construction Method of Approach Slab with Fixed End}

본 발명은 교대와 뒷채움재(2) 간의 부등침하를 감소시켜 교량과 교량에 접속하는 포장 사이의 단차를 방지하고 포장의 파손 및 주행성 저하를 방지하기 위한 고정단을 갖는 접속슬래브에 관한 것으로서, 교대의 흉벽 배면에 설치되는 접속슬래브를 구조적으로 강결시켜 교대 흉벽과 연결되는 접속슬래브를 일체로 거동하도록 하는 고정단을 갖는 접속슬래브의 시공방법에 관한 것이다.The present invention relates to a connection slab having a fixed end for reducing a step difference between the bridge and the pavement connected to the bridge by reducing the uneven settlement between the alternating material and the backfill material (2), and preventing breakage of the pavement and deterioration of runability. A method of constructing a connecting slab having a fixed end for structurally stiffening the connecting slab provided on the rear of the chest wall to allow the connecting slab to be connected to the alternating chest wall to be integrated.

도1에 도시한 단면도는 종래의 일반교량에서 도로 구간이 아스콘 포장일 경우에 사용되는 교대와 접속슬래브(4)를 나타낸 구성도이고, 도2에 도시한 단면도는 종래의 일반교량에서 도로구간이 콘크리트 포장일 경우에 사용되는 교대, 접속슬래브(4), 완충슬래브(5)를 나타낸 구성도이다. 도1과 도2에서 교대와 접속슬래브는 도3에 도시된 바와 같이 교대 흉벽의 브라켓에 미리 다웰바(6)를 설치하여 교대 흉벽으로의 수평방향 변위를 억제시키고 있으며, 콘크리트 교량의 경우 접속슬래브와 완충슬래브 사이 그리고 완충슬래브와 도로포장 사이에는 온도변화에 의해 발생하는 변위를 수용하기 위한 팽창줄눈(3)을 사용하여 연결하는 방법을 사용하고 있다.1 is a block diagram showing the shift and the connecting slab 4 used when the road section is ascon pavement in the conventional general bridge, the cross-sectional view shown in Figure 2 is a road section in the conventional general bridge It is a block diagram which shows the shift, the connection slab 4, and the buffer slab 5 used in the case of concrete pavement. In Fig. 1 and Fig. 2, as shown in Fig. 3, the dowel bar 6 is installed in advance in the bracket of the alternate chest wall to suppress the horizontal displacement to the alternate chest wall, and in the case of the concrete bridge, the connecting slab And the expansion joint (3) is used to accommodate the displacement caused by the temperature change between the buffer slab and the buffer slab and the road pavement.

기존 교량에 설치되고 있는 접속슬래브는 도3에 도시한 바와 마찬가지로 교대의 흉벽 배면에 브라켓을 설치하고 다웰바(6)를 미리 설치한 후, 접속슬래브를 시공하고 있으며 이러한 접속슬래브는 교대 뒷채움부의 다짐 불량이나 시간의 경과에 따른 자연적인 뒷채움재의 침하현상이 발생하면서 접속슬래브도 함께 침하하는 현상이 발생하게 된다. 이러한 접속슬래브의 침하현상은 기존 다웰바를 이용한 교대 연결부에 파손을 유발하기가 매우 쉬우며, 파손부를 통한 우수 침투 우려가 존재할 뿐만 아니라 교대 상단과 접속슬래브 상단부 포장의 단차가 발생하여 차량의 주행성 및 승차감의 저하를 유발하고, 장기간 방치시에는 직접적인 충격하중으로 인하여 접속슬래브 및 교대파손을 유발할 수 있는 문제점이 있다. 또한 상기에서 발생하는 단차는 교량시스템에 주행차량으로 인한 직접적인 충격하중으로 작용하여 교량시스템의 안전성에 악영향을 미치는 효과가 발생한다.As shown in Fig. 3, the connecting slab installed in the existing bridge is installed with the bracket on the rear chest wall of the shift and the dowel bar 6 is installed in advance, and then the connecting slab is constructed. As a result of the failure or settlement of the natural backfill material over time, the connection slab will also sink. Settlement of the connection slab is very easy to cause damage to the alternating connection using the existing dowel bar, there is a fear of excellent penetration through the damaged portion, and the step of the pavement of the upper end and the connecting slab is generated, resulting in the driving and riding comfort of the vehicle. Induces a deterioration of, and when left for a long time there is a problem that can cause connection slab and alternating damage due to the direct impact load. In addition, the step generated in the above acts as a direct impact load due to the running vehicle to the bridge system has an effect that adversely affects the safety of the bridge system.

따라서, 본 발명은 상기 종래의 문제점을 해결하기 위하여 안출된 것으로서, 본 발명의 목적은 교대와 뒷채움부간의 부등침하를 감소시켜 교량과 교량에 접속하는 포장 사이의 단차를 방지하고 포장의 파손 및 주행성 저하를 방지하기 위하여 교대의 흉벽과 접속슬래브를 구조적으로 강결시킨 고정단을 갖는 접속슬래브에 대한 시공방법을 제공하는데 있다.Accordingly, the present invention has been made to solve the above-mentioned problems, the object of the present invention is to reduce the unequal settlement between the shift and the back filling portion to prevent the step between the bridge and the pavement connected to the bridge, the breakage and runability of the pavement In order to prevent degradation, there is provided a construction method for a connecting slab having a fixed end that structurally stiffened the alternating chest wall and the connecting slab.

이와 같은 목적을 달성하기 위하여 본 발명은 접속슬래브를 시공할 교대 뒷채움재 상면까지 다짐을 수행하는 단계; 교대 흉벽과 접속슬래브의 접속부를 구조적으로 강결시킬 때 단부에 발생하는 단면력에 저항하기 위한 철근배근을 수행하는 단계; 접속슬래브에 콘크리트를 타설·양생함으로서 교대 흉벽과의 접속부가 구조적으로 강결되어 고정단 역할을 하게되어 접속슬래브가 일변고정 일변힌지의 경계조건으로 거동하는 단계; 상기 접속슬래브의 타설 및 양생이 완료된 후, 교대 흉벽의 나머지 부분에 철근을 조립하고 콘크리트를 타설·양생하여 교대의 시공을 완료하는 단계; 및 추후 공정에 맞추어 접속슬래브 상면을 포장하는 단계로 이루어지는 특징이 있다.In order to achieve the above object, the present invention comprises the steps of performing a compaction to the top surface of the alternating backfill material to be connected to the connecting slab; Performing reinforcement to resist the cross-sectional force generated at the end when structurally tightening the connecting portion of the alternating chest wall and the connecting slab; Placing and curing concrete in the connecting slab to structurally strengthen the connecting portion with the alternating chest wall to serve as a fixed end so that the connecting slab behaves as a boundary condition of one-side fixed one-side hinge; After the connection and curing of the connecting slab is completed, assembling the reinforcing bar to the remaining portion of the alternating chest wall and placing and curing concrete to complete the construction of the shift; And packaging the connection slab upper surface in accordance with a later process.

도1은 종래의 일반 교량에서 도로구간이 아스콘 포장일 때 사용되는 접속슬래브를 나타낸 모식도1 is a schematic diagram showing a connection slab used when the road section is ascon pavement in a conventional general bridge

도2는 종래의 일반 교량에서 도로구간이 콘크리트 포장일 때 사용되는 접속슬래브를 나타낸 모식도Figure 2 is a schematic diagram showing the connection slab used when the road section is a concrete pavement in a conventional general bridge

도3은 기존 교량에서 교대 흉벽에 설치된 브라켓과 접속슬래브의 연결상태를 나타내는 모식도Figure 3 is a schematic diagram showing the connection state of the bracket and the connecting slab installed on the alternate chest wall in the existing bridge

도4는 본 발명에 의한 교대 흉벽과 접속슬래브를 강결시킨 고정단을 갖는 접속슬래브를 나타내는 모식도Figure 4 is a schematic diagram showing a connecting slab having a fixed end of the alternating chest wall and the connecting slab according to the present invention

도5는 본 발명에 의한 교대 흉벽과 접속슬래브를 구조적으로 강결시키기 위해 필요한 주철근의 조립도를 나타낸 모식도Figure 5 is a schematic diagram showing the assembly of the cast steel required to structurally tighten the alternating chest wall and the connecting slab according to the present invention.

도6a는 기존의 방법에서 접속슬래브에 사하중 및 활하중이 가해질때 발생하는 휨모멘트를 나타내는 모식도Figure 6a is a schematic diagram showing the bending moment generated when dead and live loads are applied to the connecting slab in the conventional method

도6b는 본 발명에 의한 실시예에서 기존의 방법과 동일한 하중조건하에서 발생하는 휨모멘트를 나타내는 모식도Figure 6b is a schematic diagram showing the bending moment occurring under the same load conditions as the conventional method in the embodiment according to the present invention

도7a는 기존의 방법에서 접속슬래브에 사하중 및 활하중이 가해질때 발생하는 처짐을 나타내는 모식도Figure 7a is a schematic diagram showing the deflection occurs when dead and live loads are applied to the connecting slab in the conventional method

도7b는 본 발명에 의한 실시예에서 기존의 방법과 동일한 하중조건하에서 발생하는 처짐을 나타내는 모식도Figure 7b is a schematic diagram showing the deflection occurring under the same load conditions as the conventional method in the embodiment according to the present invention

*도면의 주요 부분에 대한 부호의 설명* Explanation of symbols for the main parts of the drawings

1: 버림콘크리트(Lean Concrete) 2: 뒷채움재1: Lean Concrete 2: Backfill

3: 팽창줄눈 4: 접속슬래브3: expansion joint 4: connecting slab

5. 완충슬래브 6: 다웰바5. Shock Absorbing Slab 6: Dowel Bar

이하, 첨부된 도면들을 참조하여 본 발명의 실시 예를 상세히 설명하도록 한다.Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings.

도1은 일반교량에서 도로 구간이 아스콘 포장일 경우에 현재 사용되고 있는 접속슬래브를 나타낸 구성도이고, 도2는 일반교량에서 도로 구간이 콘크리트 포장일 경우에 현재 사용되고 있는 접속슬래브와 완충슬래브를 나타낸 구성도이며, 도3은 기존의 교량에서 교대 흉벽과 접속슬래브의 연결을 위해 브라켓에 다웰바(6)를 설치한 것을 나타낸 구성도이다.1 is a block diagram showing a connection slab currently used when the road section is an asphalt pavement in the general bridge, Figure 2 is a configuration showing a connection slab and a buffer slab currently used when the road section is a concrete pavement in the general bridge Figure 3 is a diagram showing the installation of the dowel bar 6 in the bracket for the connection of the alternating chest wall and the connecting slab in the existing bridge.

도4는 본 발명의 실시예인 교대 흉벽과 접속슬래브를 구조적으로 강결시킨 고정단을 갖는 접속슬래브를 도시한 단면도이고, 도5는 본 발명에서 교대 흉벽과 접속슬래브를 구조적으로 강결시키기 위해 필요한 주철근의 조립도를 도시한 단면도이며, 본 발명의 실시예에서와 같이 교대 흉벽과 접속슬래브를 구조적으로 강결시킴으로 인해 구조시스템은 도6b 내지 도7과 같은 거동을 보인다.Figure 4 is a cross-sectional view showing a connecting slab having a fixed end that structurally stiffened the alternating chest wall and the connecting slab according to an embodiment of the present invention, Figure 5 is a view of the cast iron required to structurally tighten the alternating chest wall and connecting slab in the present invention 6 is a cross-sectional view showing the assembly diagram, and the structural system exhibits the behavior as shown in FIGS. 6B to 7 by structurally tightening the alternating chest wall and the connecting slab as in the embodiment of the present invention.

도6a는 기존의 방법에서 접속슬래브에 사하중 및 윤하중이 가해질때 발생하는 휨모멘트를 나타낸 모식도이며, 도6b는 본 발명의 실시예에서 기존의 방법과 동일한 하중조건하에서 발생하는 휨모멘트를 나타낸 모식도인데, 기존의 방법에서 단순보로 거동하던 접속슬래브가 본 발명의 실시예에 의해 일변고정 일변힌지의 경계조건으로 변화함에 의해 단순보의 정모멘트가 단부의 부모멘트로 분배되고 있음을 알 수 있다.Figure 6a is a schematic diagram showing the bending moment generated when the dead and lubricating load is applied to the connecting slab in the conventional method, Figure 6b is a schematic diagram showing the bending moment occurring under the same load conditions as the conventional method in the embodiment of the present invention. As the connection slab behaving as a simple beam in the conventional method changes to the boundary condition of the one-side fixed one-side hinge according to the embodiment of the present invention, it is understood that the static moment of the simple beam is distributed to the parent moment of the end.

도7a는 기존의 방법에서 접속슬래브에 사하중 및 윤하중이 가해질때 발생하는 처짐(δ1)을 나타낸 모식도이며, 도7b는 본 발명의 실시예에서 기존의 방법과 동일한 하중조건하에서 발생하는 처짐(δ2)을 나타낸 모식도인데, 도7a와 같이 기존의 방법에서 단순보로 거동하던 접속슬래브가 도6b에서와 같은 본 발명의 실시예에 의해 일변고정 일변힌지의 경계조건으로 변화함에 따라 도7b와 같이 거동의 양상이 변화하고, 이러한 변화는 접속슬래브에 발생하는 처짐의 감소(δ1≫δ2) 효과를 발생시키게 된다.Figure 7a is a schematic diagram showing the deflection (δ 1 ) generated when dead and lubricated load is applied to the connecting slab in the conventional method, Figure 7b is a deflection (δ) generated under the same load conditions as the conventional method in the embodiment of the present invention Figure 2 ) is a schematic diagram, as shown in Figure 7a, as the connection slab behaving in a simple beam in the conventional method as shown in Figure 6b changes to the boundary condition of the one-side fixed one-side hinge as shown in Figure 6b The behavior changes and this change produces the effect of reducing the deflection (δ 1 ≫δ 2 ) in the connecting slab.

본 발명의 고정단을 갖는 접속슬래브의 시공방법은 교대 흉벽의 브라켓 상단부까지 콘크리트의 타설 및 양생을 마치고 접속슬래브로의 철근겹이음 및 정착을 위한 철근을 인출하는 단계와; 접속슬래브와 완충슬래브의 저면인 보조기층 상면까지 시방서 기준에 적합하도록 다짐을 수행하는 단계와; 보조기층 상면에 면고르기를 위한 버림 콘크리트(1)를 타설하는 단계와; 상기 교대의 흉벽에서 인출된 철근과 접속슬래브에 배근되는 철근을 연결(겹이음 및 정착)하고 접속슬래브와 완충슬래브를 타설·양생하는 단계와; 접속슬래브 및 완충슬래브 위의 상면을 포장하는 시공단계로 이루어지는 특징이 있다. 이때, 완충슬래브는 아스콘 포장의 경우에서와 같이 일반 도로의 포장조건에 따라 시공하지 않는 경우도 있다.The construction method of the connecting slab having a fixed end of the present invention comprises the steps of drawing out the reinforcing bars for reinforcing and fixing the reinforcing bars to the connecting slab after finishing the casting and curing of the concrete to the upper end of the bracket of the alternating chest wall; Performing a compaction to meet the specifications of the connection slab and the upper surface of the auxiliary base layer, which is the bottom of the buffer slab; Placing the discarded concrete (1) on the top surface of the auxiliary base layer; Connecting (reinforcing and fixing) the reinforcing bars pulled from the alternating chest wall and the reinforcing bars to the connecting slab and placing and curing the connecting slab and the buffering slab; Characterized by a construction step of wrapping the upper surface on the connecting slab and the buffer slab. At this time, the cushioning slab may not be constructed depending on the paving conditions of the general road, as in the case of ascon pavement.

이와 같이 구성된 본 발명의 고정단을 갖는 접속슬래브의 시공방법을 상세히 설명한다.The construction method of the connection slab which has the fixed end of this invention comprised in this way is demonstrated in detail.

먼저 교대를 시공함에 있어 교대 흉벽의 브라켓 상단부까지 콘크리트를 타설 ·양생한다. 이는 접속슬래브를 시공하기 위해서는 교대의 시공후에 버림 콘크리트의 하단부까지 뒷채움재의 다짐이 선행되어야 하기 때문이며, 또한 교대 흉벽과 추후 시공될 접속슬래브를 철근의 이음에 의해 구조적으로 강결시키기 위함이다. 이때, 흉벽에는 접속슬래브 철근의 이음 및 정착을 위한 철근이 인출되어 있어야 한다.First, in constructing the shift, the concrete is poured and cured to the upper part of the bracket of the shift chest wall. This is because, in order to construct the connecting slab, the backfilling material should be preceded to the lower end of the discarded concrete after the alternating construction, and also to structurally tighten the alternating chest wall and the connecting slab to be constructed later by reinforcing bars. At this time, the reinforcing bar for connecting and fixing the connecting slab reinforcing bar should be drawn out.

다음에 접속슬래브와 완충슬래브의 저면인 보조기층 상면까지 시방서의 다짐 기준에 적합하도록 다짐을 수행하고, 다짐이 완료된 보조기층 상면에 접속슬래브의 철근배근을 원활하게 하기 위해 면고르기를 위한 버림 콘크리트(Lean Concrete)를 타설한다.Next, the compaction is performed to meet the compaction criteria of the specification to the upper surface of the auxiliary base, which is the bottom of the connecting slab and the buffering slab, and the discarded concrete for smoothing the reinforcement of the connecting slab on the upper surface of the auxiliary base where the compaction is completed. Lean Concrete is poured.

상기의 버림 콘크리트의 타설 및 양생이 완료되면 접속슬래브를 시공할 위치에 구조도에 따라 철근을 배근하고 콘크리트를 타설·양생한다.When the casting and curing of the discarded concrete is completed, the reinforcing bar is placed in accordance with the structural diagram at the position where the connecting slab is to be constructed, and the concrete is poured and cured.

이때, 고정단을 갖는 접속슬래브는 교대의 흉벽과 접속슬래브 단부가 일체로거동하는 것이기 때문에, 이 부분의 철근은 교대 흉벽의 철근과 이음 및 정착이 시방서 기준에 맞추어 확실하게 이루어져야 하며, 또한 그에 따라 발생하는 단면력을 철근과 콘크리트가 저항할 수 있도록 설계·시공하여야 한다.At this time, since the connecting slab having the fixed end is integrally operated with the alternating chest wall and the connecting slab end part, the reinforcing bar of this part must be surely made in accordance with the specification of the reinforcing bar and the joint of the alternating chest wall. The cross section force generated should be designed and constructed so that steel and concrete can resist it.

이러한 과정이 이루어지고 난 후에는 교대 흉벽의 나머지 부분에 대한 시공을 완료하고, 접속슬래브 및 완충슬래브의 상면에 도로포장을 실시한다.After this process, the construction of the rest of the alternating chest wall is completed and road pavement is applied to the upper surface of the connecting slab and the buffer slab.

상기와 같이 시공을 완료함으로써 본 발명에 의한 고정단을 갖는 접속슬래브는 교대 흉벽과 접속슬래브가 구조적으로 강결되어 일체로 거동함으로 인해, 기존의 방법에 의한 접속슬래브에 비해 사하중 및 활하중으로 인한 처짐이 감소하는 효과가 있으며, 이러한 효과는 교량 접속부의 단차를 감소시켜 쾌적한 주행성을 보장하는 효과가 있는 것이다.By completing the construction as described above, the connection slab having a fixed end according to the present invention is structurally rigid and alternating chest wall and the connection slab behaves integrally, and the deflection due to dead and live loads is higher than that of the conventional connection slab. There is a reducing effect, such an effect is to reduce the step of the bridge connection to ensure a comfortable running performance.

이상에서 설명한 본 발명은 전술한 실시예 및 도면에 한정되는 것은 아니고, 본 발명의 기술적 사상을 벗어나지 않는 범위내에서 여러 가지 치환, 변형 및 변경이 가능함은 본 발명이 속하는 기술분야에서 통상의 지식을 가진 자에게 있어 명백할 것이다.The present invention described above is not limited to the above-described embodiments and drawings, and various substitutions, modifications, and changes are possible without departing from the technical spirit of the present invention. It will be clear to those who have it.

상기와 같이 본 발명에 따르면, 교대 흉벽에 단순지지된 접속슬래브를 구조적으로 강결(Fixed End)시킬 경우에는 교대 흉벽 단부의 강성증가로 인해 교대와 뒷채움부간의 부등침하를 감소시키고 접속슬래브의 처짐을 감소시키며, 교량과 교량에 접속하는 포장 사이의 단차를 최소화하여 포장의 파손을 방지하고 주행성이 향상되는 효과가 있다.According to the present invention as described above, in the case of structurally stiffening the connecting slab simply supported on the alternating chest wall (Fixed End), due to the increase in the rigidity of the alternating chest wall end to reduce the inequality between the shift and the back fill portion and sag of the slab It can reduce, minimize the step between the bridge and the pavement connected to the bridge to prevent the breakage of the pavement and improve the running performance.

Claims (2)

고정단을 갖는 접속슬래브의 시공에 있어서, 교대 흉벽과 흉벽에 맞닿는 접속슬래브가 일체로 거동하게 하기 위하여 흉벽과 접속슬래브의 단부를 일체가 될 수 있도록 콘크리트를 타설·양생하여 이 부분이 고정단(Fixed End)으로 거동하는 것을 특징으로 하는 고정단을 갖는 접속슬래브의 시공방법.In the construction of connecting slab with fixed end, concrete is cast and cured so that the end of the chest wall and connecting slab can be integrated so that the alternating chest wall and the connecting slab contacting the chest wall can be united. Method of constructing a connecting slab having a fixed end, characterized in that it behaves as a fixed end. 청구항 1에서 교대 흉벽과 접속슬래브의 단부가 일체로 거동할 때,In claim 1, when the alternating chest wall and the end of the connecting slab behave integrally, 이 부분에서 발생하는 단면력에 저항하기 위한 철근을 배근하는 것을 특징으로 하는 고정단을 갖는 접속슬래브의 시공방법.A method of constructing a connecting slab having a fixed end, wherein the reinforcing bar is disposed to resist the cross-sectional force generated at this portion.
KR1020010015366A 2001-03-23 2001-03-23 Construction Method of Approach Slab with Fixed End KR20020075136A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020010015366A KR20020075136A (en) 2001-03-23 2001-03-23 Construction Method of Approach Slab with Fixed End

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020010015366A KR20020075136A (en) 2001-03-23 2001-03-23 Construction Method of Approach Slab with Fixed End

Publications (1)

Publication Number Publication Date
KR20020075136A true KR20020075136A (en) 2002-10-04

Family

ID=27698563

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020010015366A KR20020075136A (en) 2001-03-23 2001-03-23 Construction Method of Approach Slab with Fixed End

Country Status (1)

Country Link
KR (1) KR20020075136A (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20020025856A (en) * 2001-12-28 2002-04-04 이기홍 Prevention of approach slab settlement by applying non-com paction abutment backfilling method
WO2009139536A1 (en) * 2008-05-13 2009-11-19 한국도로공사 Construction method for a semi-integral abutment bridge using a steel box girder
CN110158481A (en) * 2019-06-20 2019-08-23 中国五冶集团有限公司 A kind of method and structure of back filling behind abutment construction
CN111827087A (en) * 2020-07-06 2020-10-27 上海崇明水利工程有限公司 Bridgehead butt strap structure for hydraulic engineering

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20020025856A (en) * 2001-12-28 2002-04-04 이기홍 Prevention of approach slab settlement by applying non-com paction abutment backfilling method
WO2009139536A1 (en) * 2008-05-13 2009-11-19 한국도로공사 Construction method for a semi-integral abutment bridge using a steel box girder
KR100972884B1 (en) * 2008-05-13 2010-07-28 한국도로공사 Construction method of semi-integral abutment bridge using steel box girder
CN102037185B (en) * 2008-05-13 2013-02-13 韩国道路公社 Construction method for a semi-integral abutment bridge using a steel box girder
CN110158481A (en) * 2019-06-20 2019-08-23 中国五冶集团有限公司 A kind of method and structure of back filling behind abutment construction
CN111827087A (en) * 2020-07-06 2020-10-27 上海崇明水利工程有限公司 Bridgehead butt strap structure for hydraulic engineering

Similar Documents

Publication Publication Date Title
KR101762148B1 (en) Bridge using precast psc deck type girder and construction method therefor
WO2009139536A1 (en) Construction method for a semi-integral abutment bridge using a steel box girder
JP2007046365A (en) Joint portion structure of bridge
KR101415522B1 (en) Precast concrete expansion joint with extended slab bridges extension
KR100548911B1 (en) bridge and construction process with integral pier-type mixed abutment
KR102369701B1 (en) Transitional zone available deformation absorption and subsidence reduction and constructing method therefor
CN105442457A (en) Construction structure and method for extending bridge floor plate bridge filled with fine sand
KR20020075136A (en) Construction Method of Approach Slab with Fixed End
KR101688517B1 (en) Continuous bridge construction method using support pier girder and continuous tendon of pier
KR101082765B1 (en) Method of the bridge construction which connects the steel pipe pile of abutment substituion and the precast girder with a fixation
KR100622008B1 (en) Composition structure of integral abutment bridge
KR100954597B1 (en) Expansion joint and manufacturing method and construciting method
KR101522610B1 (en) Underground box structure for strengthening reinforced-concrete wall and slab using preflexion of bracing member, and method for reinforcing the same
KR20200072986A (en) Pseudo jointless bridge construction made of steel plate girder with overhanged end widen and extended flange composed of concrete block
KR101996601B1 (en) Mono-block for improving metrology and method of the same
CN105113384A (en) Z-shaped bridge end transition slab structure and construction method thereof
KR20090083106A (en) Method of the bridge construction which connects the steel pipe pile of abutment substituion and the precast girder with a fixation
KR200233617Y1 (en) Rahmen Bridge
KR100279124B1 (en) Construction method of filling joints to allow displacement of integral bridges
KR101886744B1 (en) Precast Half Deck for Roadway
KR102377895B1 (en) Hinge-type abutment embankment transition for monent reduction and and constructing method thereof
KR100554533B1 (en) Construction method for rhamen type hybrid bridge using the post rigid system
CN110886180A (en) Simply supported continuous seamless bridge
KR102562385B1 (en) Protrusive transitional zone available deformation absorption and subsidence reduction and constructing method therefor
JP2005256604A (en) Form bearing structure

Legal Events

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