KR100993865B1 - Cable-stayed bridge theerection method for using vibration damping device - Google Patents

Cable-stayed bridge theerection method for using vibration damping device Download PDF

Info

Publication number
KR100993865B1
KR100993865B1 KR1020090084534A KR20090084534A KR100993865B1 KR 100993865 B1 KR100993865 B1 KR 100993865B1 KR 1020090084534 A KR1020090084534 A KR 1020090084534A KR 20090084534 A KR20090084534 A KR 20090084534A KR 100993865 B1 KR100993865 B1 KR 100993865B1
Authority
KR
South Korea
Prior art keywords
cable
vibration
stayed bridge
damping device
vibration damping
Prior art date
Application number
KR1020090084534A
Other languages
Korean (ko)
Inventor
김영민
김대영
곽영학
김윤석
주석준
Original Assignee
(주)티이솔루션
(주)대우건설
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)티이솔루션, (주)대우건설 filed Critical (주)티이솔루션
Priority to KR1020090084534A priority Critical patent/KR100993865B1/en
Application granted granted Critical
Publication of KR100993865B1 publication Critical patent/KR100993865B1/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
    • E01D11/00—Suspension or cable-stayed bridges
    • E01D11/04—Cable-stayed bridges
    • 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
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
    • F16F—SPRINGS; SHOCK-ABSORBERS; MEANS FOR DAMPING VIBRATION
    • F16F15/00—Suppression of vibrations in systems; Means or arrangements for avoiding or reducing out-of-balance forces, e.g. due to motion
    • F16F15/02—Suppression of vibrations of non-rotating, e.g. reciprocating systems; Suppression of vibrations of rotating systems by use of members not moving with the rotating systems

Landscapes

  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Acoustics & Sound (AREA)
  • Aviation & Aerospace Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

PURPOSE: A cable-stayed bridge using a vibration damping device and a construction method thereof are provided to improve structural stability of a girder part and a tower part by controlling top and bottom vibration occurred by a wind load. CONSTITUTION: A construction method of a cable-stayed bridge using a vibration damping device is as follows. A tower part(1) is built. A horizontal vibration damping device(100) is installed in the tower part in order to reduce top and bottom vibration of a girder part(5). The girder part and cable parts are formed in the tower part. The vibration damping device is operated based on a proper period.

Description

제진장치를 이용한 사장교 가설 방법{CABLE-STAYED BRIDGE THEERECTION METHOD FOR USING VIBRATION DAMPING DEVICE}CABLE-STAYED BRIDGE THEERECTION METHOD FOR USING VIBRATION DAMPING DEVICE}

본 발명은 제진장치를 이용한 사장교 가설 방법에 관한 것으로서, 상세하게는 사장교의 가설단계에 있어서 제진장치를 주탑부에 설치하여 풍하중에 의한 주형부의 상하진동을 제어하여 시공중 내풍안정성을 확보하도록 하는 제진장치를 이용한 사장교 가설 방법에 관한 것이다.The present invention relates to a method for installing a cable-stayed bridge using a vibration damping device. More specifically, in the construction step of a cable-stayed bridge, a vibration isolating device is installed in the main column to control the vibration of the mold part due to wind load to ensure wind stability during construction. It is about hypothesis method using cable-stayed bridge.

장대교량 형식중의 하나인 사장교는 도 1에 도시된 바와 같이 주탑부(1)와, 케이블부(3)와, 주형부(5)로 구성된다.The cable-stayed bridge, one of the long bridge types, is composed of a main tower portion 1, a cable portion 3, and a mold portion 5, as shown in FIG.

이러한 사장교는 주탑부(1)와, 케이블부(3) 및 주형부(5)가 일체화 되어 안정된 구조계를 이루게 된다.Such a cable-stayed bridge forms a stable structural system by integrating the main column 1, the cable 3, and the mold 5.

그러나, 이러한 사장교는 가설단계에서 도 2에 도시된 바와 같이 주형부(5)가 서로 연결되어 있지 않기 때문에 구조적으로 불안정한 상태가 된다.However, this cable-stayed bridge is structurally unstable because the mold parts 5 are not connected to each other as shown in FIG.

특히, 풍하중에 대해서는 매우 취약하여 풍하중에 의해 주형부(5)가 상하방향으로 크게 흔들릴 수 있고, 이로 인해 주형부(5)의 구조적 안정성은 물론 주탑부(1)의 구조적 안정성과, 시공성 및 사용성에 문제가 생길 수 있다.In particular, it is very vulnerable to the wind load, the mold portion 5 can be shaken greatly in the vertical direction due to the wind load, and thus the structural stability of the mold portion 5, as well as the structural stability, workability and usability Problems can arise.

이러한 문제를 해결하기 위하여 도 3에 도시된 바와 같이 연직 연결 내풍 케이블(7)을 주형부(5)와 수직 또는 경사지게 연결하거나, 도 4에 도시된 바와 같이 경사 연결 내풍 케이블(9)을 주형부(5)와 주탑부(1)에 경사지게 연결하여 주형부(5)의 상하 진동을 제어하는 방법이 보편적으로 사용된다.In order to solve this problem, as shown in FIG. 3, the vertical connection windproof cable 7 is vertically or inclinedly connected to the mold part 5, or the inclined connection windproof cable 9 is connected to the mold part as shown in FIG. 4. A method of controlling the vertical vibration of the mold part 5 by connecting it to the inclined part 5 and the main column part 1 is commonly used.

즉, 도 5에 도시된 바와 같이 지상이나 해저 또는 수중의 중량체(11)에 내풍 케이블을 고정하고, 내풍 케이블을 주형부에 연결하여 주형부의 진동을 구속하는 것이다.That is, as shown in FIG. 5, the wind-resistant cable is fixed to the weight 11 on the ground, the sea floor, or underwater, and the wind-resistant cable is connected to the mold to restrain the vibration of the mold.

그러나, 내풍 케이블을 연결하는 경우, 특히 해저 지표면에 대규모의 중량체를 침하시키거나 해수중에 부유시키는 경우, 이 중량체는 통상 콘크리트블록 등이 사용되기 때문에 수중에 콘크리트블록을 설치하는 것은 물론 사장교 준공 후 철거하는 과정에서 환경오염에 문제가 될 수 있고, 시공상의 어려움, 고가의 시공비가 발생하는 문제점이 있다.However, in the case of connecting wind-resistant cables, especially when submerging heavy weights on the seabed surface or floating them in seawater, the weights are usually used because concrete blocks are used. There may be problems with environmental pollution in the process of demolition afterwards, difficulties in construction and expensive construction costs.

또한, 중량체를 대신하여 해저 또는 지표면에 파일 등의 지지체를 삽입하고, 여기에 내풍케이블을 연결 고정하는 경우도 있는데, 이 또한 환경오염에 문제가 될 수 있고, 시공상의 어려움, 고가의 시공비가 발생하는 문제점이 있다.In addition, a support body such as a pile is inserted into the seabed or the ground surface instead of the weight body, and a windproof cable is connected and fixed thereto, which may also be a problem for environmental pollution, and may cause difficulties in construction and expensive construction costs. There is a problem that occurs.

또, 주형부에서 해저 또는 해수중으로 케이블을 연결할 경우, 이 부근을 통과하는 선박의 안전성에도 악영향을 미칠 수 있는 문제점이 있다.In addition, when the cable is connected to the seabed or seawater from the mold part, there is a problem that may adversely affect the safety of the vessel passing through the vicinity.

이러한 내풍케이블의 문제점을 해결하기 위해서는, 도 6에 도시한 바와 같이 시공중 사장교에 내풍케이블을 미설치하고, 주형부(5)에 연직 제진장치(13)를 설치하여 진동을 제어하는 것이 효과적이다.In order to solve the problem of the wind-resistant cable, it is effective to control the vibration by not installing the wind-resistant cable in the cable-stayed bridge during construction, and to install the vertical vibration damping device 13 in the mold part 5.

그러나 이 경우 연직 제진장치가 충분히 기능을 발휘하려면, 진동변위가 가장 큰 주형부의 선단부에 설치하여야 하는데, 이 경우 선단부의 작업에 방해가 되기 때문에 적용성에 문제가 있다.However, in this case, in order for the vertical vibration damping device to fully function, the vibration damping device should be installed at the tip of the mold part having the largest vibration displacement.

또한, 일반적으로 장대 사장교의 경우, 진동주기가 매우 길어 그 주기가 수초에 달하게 되는데, 특히 연직 흔들림의 경우, 이 주기와 동조된 연직 제진장치를 제작하는 것은 기술적으로 매우 어렵다. 즉, 수톤~수십톤의 무게를 수초의 주기로 동조하여 상하로 왕복 운동을 하는 것이 기술적으로 어려운 일이다. In addition, in general, the long cable-stayed bridge, the vibration cycle is very long, the cycle reaches several seconds, especially in the case of vertical shaking, it is technically very difficult to manufacture a vertical vibration damping device synchronized with this cycle. In other words, it is technically difficult to reciprocate up and down by tuning the weight of several tons to several tens of tons in the interval of several seconds.

본 발명에서는 내풍케이블의 문제점과 주형부에 설치하는 연직 제진장치의 문제점을 해결하기 위한 것으로 주형부에 내풍케이블 또는 연직 제진장치를 미설치하고, 주탑부에 수평 제진장치를 설치함으로써 주형부의 상하진동을 제어하여 주형부 및 주탑부의 구조적 안정성 및 사용성 그리고 시공성을 향상시키도록 하는 제진장치를 이용한 사장교 가설 방법을 제공하는 데 목적이 있다. The present invention is to solve the problem of the wind-resistant cable and the problem of the vertical vibration damper to be installed in the mold part without the installation of a wind-resistant cable or vertical vibration damper in the mold part, and to control the vertical vibration of the mold part by installing a horizontal vibration damper The purpose is to provide a cable-stayed bridge construction method using a vibration suppression device to improve the structural stability, usability and workability of the mold part and the main column part.

상기와 같은 목적을 달성하기 위한 본 발명의 특징은,Features of the present invention for achieving the above object,

주탑부와, 케이블부 및 주형부로 이루어지는 사장교 가설 방법에 있어서, 상기 사장교의 가설시 상기 주탑부의 시공이 완료되면, 풍하중에 의한 상기 주형부의 상하 진동을 저감시키도록 상기 주탑부에 교축 방향으로 수평 제진장치를 설치하는 수평 제진장치 설치 공정과; 상기 주탑부에 상기 주형부 및 케이블부를 세그먼트별 로 가설시 각 가설단계별 사장교의 고유 진동주기에 따라서 상기 수평 제진장치의 주기를 조정하여 동조시키는 동조 공정을 더 포함하는 것을 특징으로 한다.In the installation method of the cable-stayed bridge consisting of a main column part, a cable part and a mold part, when the construction of the main column part is completed when the cable-stayed bridge is laid, a horizontal vibration isolator is provided in the axial direction of the main column to reduce the vertical vibration of the mold part due to wind load. Horizontal vibration isolator installation step of installing; It characterized in that it further comprises a tuning step of adjusting and tuning the period of the horizontal vibration damping device in accordance with the natural vibration period of the cable-stayed bridge for each construction step when the mold portion and the cable portion by segment in the main column.

여기에서, 상기 수평 제진장치는 진자형 제진장치, 수동형 동조 질량 감쇠기(TMD : Tuned Mass Damper), 능동형 질량 감쇠기(AMD : Active Mass Damper), 복합형 질량 감쇠기(HMD : Hybrid Mass Damper)중 선택된 어느 하나이다.Here, the horizontal vibration damping device is any one selected from a pendulum damping device, a passive tuned mass damper (TMD), an active mass damper (AMD), a hybrid mass damper (HMD) One.

상기와 같이 구성되는 본 발명인 제진장치를 이용한 사장교 가설 방법에 따르면, 주탑부에 교축 방향으로 작동하는 수평 제진장치를 설치하고, 주형부 및 케이블부를 단계별로 시공시 수평 제진장치를 단계별로 동조시킴으로써 풍하중에 의해 발생하는 주형부의 상하 진동을 제어하여 주형부 및 주탑부의 구조적 안정성 및 사용성 그리고 시공성을 향상시킬 수 있다.According to the cable-stayed bridge construction method using the vibration suppression device of the present invention configured as described above, by installing the horizontal vibration damping device that operates in the axial direction to the main column, and by adjusting the horizontal vibration damping device step by step during the construction of the mold part and the cable part step by step By controlling the vertical vibration of the mold generated by the mold can improve the structural stability, usability and workability of the mold and the column tower.

또한, 본 발명에 따르면 별도의 내풍케이블을 적용하지 않고, 수평 제진장치만을 이용하여 주형부의 상하진동을 제어하도록 함으로써 환경오염이 발생하는 것을 미연에 방지하고, 시공비를 절감할 수 있으며, 주형부 선단부에 수평 제진장치를 설치하지 않고 주탑부에 설치함으로써 시공성을 한층 더 향상시킬 수 있다. In addition, according to the present invention by controlling the up and down vibration of the mold part using only a horizontal vibration damping device without applying a separate wind-resistant cable, it is possible to prevent the environmental pollution occurs in advance, and to reduce the construction cost, the mold end portion It is possible to further improve the workability by installing it on the main column without installing a horizontal vibration damping device in the upper part.

이하, 본 발명에 따른 제진장치를 이용한 사장교 가설 방법을 첨부된 도면을 참조하여 상세하게 설명하면 다음과 같다.Hereinafter, the cable-stayed bridge construction method using the vibration suppression apparatus according to the present invention will be described in detail with reference to the accompanying drawings.

하기에서 본 발명을 설명함에 있어, 관련된 공지 기능 또는 구성에 대한 구체적인 설명이 본 발명의 요지를 불필요하게 흐릴 수 있다고 판단되는 경우에는 그 상세한 설명은 생략할 것이다. 그리고 후술되는 용어들은 본 발명에서의 기능을 고려하여 정의된 용어들로서 이는 사용자, 운용자의 의도 또는 관례 등에 따라 달라질 수 있다. 그러므로 그 정의는 본 명세서 전반에 걸친 내용을 토대로 내려져야 할 것이다.In the following description of the present invention, if it is determined that a detailed description of a related known function or configuration may unnecessarily obscure the subject matter of the present invention, the detailed description thereof will be omitted. The following terms are defined in consideration of the functions of the present invention, and may be changed according to the intentions or customs of the user, the operator, and the like. Therefore, the definition should be made based on the contents throughout the specification.

도 7은 본 발명에 따른 제진장치를 이용한 사장교 가설 방법중 제진장치의 구성을 설명하기 위한 설명도이고, 도 8은 본 발명에 따른 제진장치를 이용한 사장교 가설 방법을 설명하기 위한 설명도이다.7 is an explanatory view for explaining the configuration of the vibration suppression apparatus of the cable-stayed bridge temporary installation method using the vibration suppression apparatus according to the present invention, Figure 8 is an explanatory view for explaining a cable-stayed bridge construction method using the vibration suppression apparatus according to the present invention.

도 7 및 도 8을 참조하면, 사장교는 종래에 설명한 바와 같이 주형부(1)와 케이블(3)부 그리고 주탑부(5)가 서로 연결되어 일체화 된 구조물이다.Referring to FIGS. 7 and 8, the cable-stayed bridge is a structure in which the mold part 1, the cable 3 part, and the main tower part 5 are connected to each other and integrated as described above.

따라서 완성계는 물론 가설단계에서도 주형부(5)가 풍하중 등에 의해 흔들리게 되며, 이는 케이블부(3)를 통해서 주탑부(1)로 전달되어 주형부(5)와, 케이블(3) 및 주탑부(1)는 일체화된 거동을 나타낸다.Therefore, the mold part 5 is shaken by the wind load and the like in the completion system as well as in the construction stage. The mold part 5 is transmitted to the main column part 1 through the cable part 3, and the mold part 5, the cable 3, and the main column part ( 1) shows integrated behavior.

예를 들어, 도 8에 도시한 바와 같이 주형부(5)의 우측부분이 상향으로 움직이게 되면, 주형부(5)의 좌측부는 하향으로 움직이고, 이러한 주형부(5)의 상하진동은 케이블부(3)를 통해 주탑부(1)에 좌우 수평진동이 발생하게 된다.For example, as shown in FIG. 8, when the right part of the mold part 5 moves upward, the left part of the mold part 5 moves downward, and the vertical vibration of the mold part 5 is performed by the cable part ( 3) the left and right horizontal vibration is generated in the main column (1).

따라서 수평으로 진동하는 주탑부(1)에 예를 들어, 수평방향으로 작동하는 수평 제진장치(100)를 설치하게 되면, 주탑부(1)의 진동에 동조하여 수평 제진장치(100)의 질량체(110)는 수평방향으로 작동하게 된다.Therefore, when the horizontal vibration damping device 100 operating in the horizontal direction is installed in the main tower part 1 vibrating horizontally, the mass body 110 of the horizontal vibration damping device 100 is synchronized with the vibration of the main tower part 1. Will operate in the horizontal direction.

수평 제진장치(100)의 질량체(110)가 가동하게 되면 주탑부(1)의 진동에너지를 제진장치(100)가 흡수하게 되어 주탑부(1)의 진동이 감소하게 되며, 주탑부(1) 의 진동이 감소하게 되면 주형부(5)의 진동도 따라서 감소하게 된다.When the mass body 110 of the horizontal vibration damper 100 is operated, the vibration energy of the main column part 1 is absorbed by the vibration damper 100, so that the vibration of the main column part 1 is reduced, and the vibration of the main column part 1 is reduced. When it decreases, the vibration of the mold part 5 also decreases accordingly.

한편, 가설단계의 사장교는 가설이 진행됨에 따라서 주형부(5)는 점차 길어지고, 이에 따라서 케이블부(3)도 점차 증가하게 된다. 이와 함께 사장교의 진동주기도 점차 길어지게 되는데, 이 진동주기에 수평 제진장치(100)를 동조시키기 위해 가설단계별로 진동가속도를 계측하여 고유주기를 분석하고, 이를 토대로 수평 제진장치(100)의 진자(120)의 길이를 조정하여 효율적인 진동제어 효과를 얻을 수 있다.On the other hand, in the cable-stayed bridge in the construction phase, as the construction progresses, the mold part 5 gradually increases, and accordingly, the cable part 3 gradually increases. In addition, the vibration period of the cable-stayed bridge is gradually longer, and in order to synchronize the horizontal vibration damping device 100 with this vibration period, the vibration acceleration is measured for each hypothesis step, and the natural period is analyzed, based on the pendulum of the horizontal vibration damping device 100. The length of 120 may be adjusted to obtain an efficient vibration control effect.

한편 앞서 언급한 바와 같이 수톤~수십톤의 질량을 수초의 긴 주기로 상하방향으로 가동시키는 연직 제진장치(도 6의 13)를 구현하는 것은 기술적으로 매우 어려우나 수평방향으로 가동시키는 수평 제진장치(100)는 비교적 간단하게 구현할 수 있다.Meanwhile, as mentioned above, it is technically very difficult to implement a vertical vibration suppression apparatus (13 of FIG. 6) that operates a mass of several tons to several tens of tons in a long cycle of several seconds. Is relatively simple to implement.

도 7에 도시된 바와 같이 수평 제진장치(100)는 진자(120)의 길이를 조절함으로써 용이하게 주기를 조정할 수 있다. 또한 진자를 지지하는 프레임(130)을 견고하게 구성함으로써 무거운 질량체(110)를 지탱할 수 있다.As shown in FIG. 7, the horizontal vibration isolator 100 may easily adjust the period by adjusting the length of the pendulum 120. In addition, by firmly configuring the frame 130 for supporting the pendulum can support the heavy mass (110).

따라서 상하방향으로 질량이 가동하는 연직 제진장치(13)의 문제점을 수평 제진장치(100)를 적용함으로써 해결할 수 있다.Therefore, the problem of the vertical vibration damper 13 whose mass moves up and down can be solved by applying the horizontal damper 100.

여기에서 주탑부(1)에 진동제어장치를 설치하는 경우, 흔들림이 가장 크게 나타나는 상부일수록 진동제어의 효과가 커지게 된다. 또한 본 발명에서는 진자형 수평 제진장치(100)를 예시하였으나, 이외에 주기조정이 가능한 또 다른 형식의 수평 제진장치 즉, 수동형 동조 질량 감쇠기(TMD : Tuned Mass Damper), 능동형 질량 감쇠기(AMD : Active Mass Damper), 복합형 질량 감쇠기(HMD : Hybrid Mass Damper) 등을 적용할 수 있음은 물론이다.In this case, when the vibration control device is installed in the main column 1, the upper part of which the shaking is most significant increases the effect of vibration control. In addition, although the pendulum-type horizontal vibration damping device 100 is illustrated in the present invention, another type of horizontal vibration damping device capable of periodic adjustment, that is, a passive tuned mass damper (TMD) and an active mass damper (AMD) Damper), Hybrid Mass Damper (HMD) can be applied, of course.

본 발명은 다양하게 변형될 수 있고 여러 가지 형태를 취할 수 있으며 상기 발명의 상세한 설명에서는 그에 따른 특별한 실시 예에 대해서만 기술하였다. 하지만 본 발명은 상세한 설명에서 언급되는 특별한 형태로 한정되는 것이 아닌 것으로 이해되어야 하며, 오히려 첨부된 청구범위에 의해 정의되는 본 발명의 정신과 범위 내에 있는 모든 변형물과 균등물 및 대체물을 포함하는 것으로 이해되어야 한다.As those skilled in the art would realize, the described embodiments may be modified in various ways, all without departing from the spirit or scope of the present invention. It is to be understood, however, that the present invention is not limited to the specific forms referred to in the description, but rather includes all modifications, equivalents, and substitutions within the spirit and scope of the invention as defined by the appended claims. Should be.

도 1 내지 도 6은 종래의 사장교를 나타낸 도면,1 to 6 is a view showing a conventional cable-stayed bridge,

도 7은 본 발명에 따른 제진장치를 이용한 사장교 가설 방법중 제진장치의 구성을 설명하기 위한 설명도,7 is an explanatory view for explaining the configuration of the vibration suppression apparatus of the cable-stayed bridge construction method using the vibration suppression apparatus according to the present invention,

도 8은 본 발명에 따른 제진장치를 이용한 사장교 가설 방법을 설명하기 위한 설명도.8 is an explanatory diagram for explaining a cable-stayed construction method using a vibration suppression apparatus according to the present invention.

<도면의 주요 부분에 관한 부호의 설명><Explanation of symbols on main parts of the drawings>

1 : 주탑부 3 : 케이블부1: main tower part 3: cable part

5 : 주형부 7 : 연직 연결 내풍 케이블5: mold part 7: vertical connection wind-resistant cable

9 : 경사 연결 내풍 케이블 11 : 중량체9: inclined connection wind-resistant cable 11: weight

13 : 연직 제진장치 100 : 수평 제진장치13: vertical vibration suppression apparatus 100: horizontal vibration suppression apparatus

110 : 질량체 120 : 진자110: mass 120: pendulum

130 : 프레임130: frame

Claims (2)

주탑부와, 케이블부 및 주형부로 이루어지는 사장교 가설 방법에 있어서,In the cable-stayed bridge construction method consisting of a main column portion, a cable portion and a mold portion, 상기 사장교의 가설시 상기 주탑부의 시공이 완료되면, 풍하중에 의한 상기 주형부의 상하 진동을 저감시키도록 상기 주탑부에 교축 방향으로 진자형 제진장치, 수동형 동조 질량 감쇠기(TMD : Tuned Mass Damper), 능동형 질량 감쇠기(AMD : Active Mass Damper), 복합형 질량 감쇠기(HMD : Hybrid Mass Damper)중 선택된 어느 하나인 수평 제진장치를 설치하는 수평 제진장치 설치 공정과;When the construction of the main column is completed during the construction of the cable-stayed bridge, a pendulum damping device, a passive tuned mass damper (TMD), and an active mass in the axial direction of the main column to reduce the vertical vibration of the mold by the wind load. A horizontal vibration damper installation step of installing a horizontal vibration damper which is any one selected from an active mass damper (AMD) and a hybrid mass damper (HMD); 상기 주탑부에 상기 주형부 및 케이블부를 세그먼트별로 가설시 각 가설단계별 사장교의 진동가속도를 계측하여 고유주기를 분석하고, 이를 토대로 수평 제진장치의 진자의 길이를 조정하여 동조시키는 동조 공정을 더 포함하는 것을 특징으로 하는 제진장치를 이용한 사장교 가설 방법.When the mold part and the cable part is installed in segments, the vibration acceleration of the cable-stayed bridge for each construction step is measured to analyze the intrinsic period, and further comprising a tuning process of adjusting and adjusting the length of the pendulum of the horizontal vibration damping device. Cable-stayed bridge construction method using a vibration damper characterized in that. 삭제delete
KR1020090084534A 2009-09-08 2009-09-08 Cable-stayed bridge theerection method for using vibration damping device KR100993865B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020090084534A KR100993865B1 (en) 2009-09-08 2009-09-08 Cable-stayed bridge theerection method for using vibration damping device

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020090084534A KR100993865B1 (en) 2009-09-08 2009-09-08 Cable-stayed bridge theerection method for using vibration damping device

Publications (1)

Publication Number Publication Date
KR100993865B1 true KR100993865B1 (en) 2010-11-11

Family

ID=43409626

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020090084534A KR100993865B1 (en) 2009-09-08 2009-09-08 Cable-stayed bridge theerection method for using vibration damping device

Country Status (1)

Country Link
KR (1) KR100993865B1 (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102251478A (en) * 2011-04-27 2011-11-23 中铁港航局集团第二工程有限公司 Control method for synchronous construction survey of pylons and beams of cable-stayed bridge
CN102286930A (en) * 2011-09-09 2011-12-21 中铁五局集团建筑工程有限责任公司 Construction method of cable-stayed bridge
CN103123303A (en) * 2012-12-25 2013-05-29 福州大学 Quantifying and online monitoring method of bridge girder safe reliability
CN104897197A (en) * 2014-09-26 2015-09-09 安徽金培因科技有限公司 Bridge safety detection device
CN106120485A (en) * 2016-08-19 2016-11-16 隔而固(青岛)振动控制有限公司 Built-in vibration-isolating device with mass tuning vibration-damping function
CN112227180A (en) * 2020-09-30 2021-01-15 中铁大桥局集团有限公司 Stay cable combined vibration reduction device and method
CN113430934A (en) * 2021-04-23 2021-09-24 中铁大桥局集团第五工程有限公司 Enlarged buckling tower foundation structure combined with pier body capping beam and construction method

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11350422A (en) * 1998-06-08 1999-12-21 Kajima Corp Vibration energy conversion-supply type bridge damping structure
JP2000017611A (en) 1998-07-03 2000-01-18 Ohbayashi Corp Mass damper
JP2003206981A (en) * 2002-01-15 2003-07-25 Kawasaki Heavy Ind Ltd Impact mass damper type vibration damping device

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11350422A (en) * 1998-06-08 1999-12-21 Kajima Corp Vibration energy conversion-supply type bridge damping structure
JP2000017611A (en) 1998-07-03 2000-01-18 Ohbayashi Corp Mass damper
JP2003206981A (en) * 2002-01-15 2003-07-25 Kawasaki Heavy Ind Ltd Impact mass damper type vibration damping device

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102251478A (en) * 2011-04-27 2011-11-23 中铁港航局集团第二工程有限公司 Control method for synchronous construction survey of pylons and beams of cable-stayed bridge
CN102286930A (en) * 2011-09-09 2011-12-21 中铁五局集团建筑工程有限责任公司 Construction method of cable-stayed bridge
CN103123303A (en) * 2012-12-25 2013-05-29 福州大学 Quantifying and online monitoring method of bridge girder safe reliability
CN104897197A (en) * 2014-09-26 2015-09-09 安徽金培因科技有限公司 Bridge safety detection device
CN106120485A (en) * 2016-08-19 2016-11-16 隔而固(青岛)振动控制有限公司 Built-in vibration-isolating device with mass tuning vibration-damping function
CN112227180A (en) * 2020-09-30 2021-01-15 中铁大桥局集团有限公司 Stay cable combined vibration reduction device and method
CN113430934A (en) * 2021-04-23 2021-09-24 中铁大桥局集团第五工程有限公司 Enlarged buckling tower foundation structure combined with pier body capping beam and construction method

Similar Documents

Publication Publication Date Title
KR100993865B1 (en) Cable-stayed bridge theerection method for using vibration damping device
CN102535504B (en) Seismic isolation foundation for bridge
CN103147456A (en) Prestressed combination pile structure and construction method thereof
KR20130096369A (en) Girder bridge which has psc tendon which can change pc strand
CN106684727B (en) A kind of structure for being used to control converter valve tower vibrations
KR101387595B1 (en) Tention typed multi-span cable-stayed bridge construction method using hybrid decksegment
JP5515579B2 (en) Mountain retaining wall structure, method for constructing mountain retaining wall structure
CN203049615U (en) Well bore protection device
JP2007170099A (en) Method for preventing differential settlement by reducing liquefaction of existing building foundation
JP2006353031A (en) Method and apparatus for designing utility pole
KR101341847B1 (en) Seismic reinforce device structure for bridge and construction method
KR101549196B1 (en) Installation method for offshore wind tower
KR100966039B1 (en) Bridge structure and construction method thereof
KR101165782B1 (en) Vent damper system for controlling vibration upon installing bridge and manufacturing method thereof
CN206529686U (en) A kind of energy-dissipating and shock-absorbing bridge pad
CN103498685B (en) Very soft rock roadway base plate and two helps release window supporting device
CN108301257B (en) The comprehensive damping technology in semi-surrounding floating type column bottom based on low frequency steel spring
CN203213139U (en) Prestressed combined pile structure
JP2007291641A (en) Base-isolated structure and base-isolated foundation pile
CN214939287U (en) Elevated road and bridge supporting structure
KR200457906Y1 (en) Base structure of the ingot grower for the effective vibration isolation
CN208950610U (en) A kind of firm banking for tunnel zero excavation support sleeve arch
JP2014185446A (en) Foundation and method for constructing the same
JP2006291470A (en) Method of constructing base-isolated structure
CN209066464U (en) A kind of steel lifted trunk bottom concrete tension and compression bracket device

Legal Events

Date Code Title Description
A201 Request for examination
A302 Request for accelerated examination
E902 Notification of reason for refusal
AMND Amendment
E601 Decision to refuse application
AMND Amendment
X701 Decision to grant (after re-examination)
GRNT Written decision to grant
FPAY Annual fee payment

Payment date: 20131104

Year of fee payment: 4

FPAY Annual fee payment

Payment date: 20141105

Year of fee payment: 5

FPAY Annual fee payment

Payment date: 20150820

Year of fee payment: 6

FPAY Annual fee payment

Payment date: 20161027

Year of fee payment: 7

FPAY Annual fee payment

Payment date: 20171023

Year of fee payment: 8

FPAY Annual fee payment

Payment date: 20191114

Year of fee payment: 10