JPH0413487B2 - - Google Patents
Info
- Publication number
- JPH0413487B2 JPH0413487B2 JP14326788A JP14326788A JPH0413487B2 JP H0413487 B2 JPH0413487 B2 JP H0413487B2 JP 14326788 A JP14326788 A JP 14326788A JP 14326788 A JP14326788 A JP 14326788A JP H0413487 B2 JPH0413487 B2 JP H0413487B2
- Authority
- JP
- Japan
- Prior art keywords
- main
- main girder
- tower
- steel material
- girder
- Prior art date
- Legal status (The legal status 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 status listed.)
- Expired
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Description
【発明の詳細な説明】 〔実施例〕 この発明は斜張橋に関するものである。[Detailed description of the invention] 〔Example〕 This invention relates to a cable-stayed bridge.
斜張橋は立設した主塔から斜めに張出した斜材
によつて主桁を吊下げるものである。従つて第５
図に示すように斜材ｃに作用する引張力にて、主
桁ｂには主塔ａの近傍部分に向つて圧縮力が作用
することになる。
A cable-stayed bridge has a main girder suspended by diagonal members extending diagonally from an erected main tower. Therefore, the fifth
As shown in the figure, the tensile force acting on the diagonal member c causes a compressive force to act on the main girder b toward the vicinity of the main tower a.
このような圧縮力に抵抗するために、主桁に用
いるコンクリートを高強度のものにしたり、主桁
断面を大きくしたりする必要がある。
In order to resist such compressive forces, it is necessary to use high-strength concrete for the main girder or to increase the cross section of the main girder.
この発明は主桁に大きな強度を要求しない、施
工の容易な斜張橋を提供することを目的とする。 The object of this invention is to provide a cable-stayed bridge that does not require large strength from the main girder and is easy to construct.
この発明にかかる斜張橋は、主桁の主塔近傍部
分に予め引張力を与えておき、圧縮応力度を軽減
するものである。
In the cable-stayed bridge according to the present invention, tensile force is applied in advance to a portion of the main girder near the main tower to reduce compressive stress.
主桁の主塔から離れた位置に引張力を与えた
PC鋼材を主桁の長手方向に沿つて配設する。PC
鋼材によつて主桁の主塔近傍部分を左右から引張
ることによつて主塔近傍部分に引張り応力を与え
てある。 A tensile force was applied to the main girder at a location away from the main tower.
PC steel materials will be installed along the longitudinal direction of the main girder. PC
Tensile stress is applied to the part of the main girder near the main tower by pulling it from left and right using steel materials.
また主桁の主塔近傍部分に圧縮を与えたPC鋼
材を主桁の長手方向に沿つて配設する。このPC
鋼材によつて、主桁の主塔近傍部分に圧縮PC鋼
材の伸びによつて引張り応力を与えたものであ
る。 In addition, compressed prestressed steel material will be installed in the main girder near the main tower along the length of the main girder. This PC
The tensile stress is applied to the main girder near the main tower by the elongation of the compressed prestressed steel material.
主桁の主塔近傍に予め引張り応力を発生させて
おくため、主桁の吊下げたとき主桁の主塔近傍部
分に作用する圧縮応力を軽減する。
Since tensile stress is generated in advance in the main girder near the main tower, the compressive stress that acts on the main girder near the main tower when the main girder is suspended is reduced.
以下、図に示す一実施例に基づきこの発明を詳
細に説明する。
Hereinafter, the present invention will be explained in detail based on an embodiment shown in the drawings.
第１図において１は主塔であつて、この主塔１
の左右から張出された斜材２によつて主桁３が吊
下げられている。 In Fig. 1, 1 is the main tower, and this main tower 1
The main girder 3 is suspended by diagonal members 2 extending from the left and right sides.
主桁３の主塔１から離れた部分には、主桁３の
長手方向に沿つてPC鋼材４が配されている。こ
のPC鋼材４に引張力を与え、主桁３の主塔１近
傍部分を左右から引張る。PC鋼材４，４の主桁
３の端部から突出した部分をアンカーブロツク
５，５に連結する。このようにして主桁３の主塔
１近傍部分に引張応力を与える。 At a portion of the main girder 3 away from the main tower 1, PC steel materials 4 are arranged along the longitudinal direction of the main girder 3. A tensile force is applied to this PC steel material 4, and the portion of the main girder 3 near the main tower 1 is pulled from the left and right. The parts of the PC steel materials 4, 4 protruding from the ends of the main girder 3 are connected to the anchor blocks 5, 5. In this way, tensile stress is applied to the portion of the main girder 3 near the main tower 1.
このように主桁３の主塔１近傍部分に引張応力
を与えておけば、主桁３の自重によつて主塔１近
傍部分に作用する圧縮応力を軽減することにな
る。従つて主桁３の主塔１近傍部分のコンクリー
トを高強度にしたり、主桁断面を大きくする必要
がない。 By applying tensile stress to the portion of the main girder 3 near the main tower 1 in this way, the compressive stress acting on the portion near the main tower 1 due to the own weight of the main girder 3 is reduced. Therefore, there is no need to increase the strength of the concrete in the vicinity of the main tower 1 of the main girder 3 or to increase the cross section of the main girder.
第２図に示すのは他の実施例であつて、主塔
１，１間にも主桁３の長手方向に沿つてPC鋼材
４を配し、引張力を与えた場合である。 FIG. 2 shows another embodiment in which a prestressing steel material 4 is arranged between the main towers 1 and 1 along the longitudinal direction of the main girder 3, and a tensile force is applied.
第３図に示すのは他の発明を示すもので、主桁
３の主塔１近傍部分に主桁３と長手方向に沿つて
PC鋼材４を配し、これに圧縮力を与えたもので
ある。第４図はその圧縮部を示すもので、ジヤツ
キ６によつてコンプレツシヨンロツド７を押し、
このコンプレツシヨンロツド７によつてPC鋼材
４を圧縮する。ナツト８を移動して異形アンカー
プート９に当接してPC鋼材４を圧縮状態で固定
する。 Fig. 3 shows another invention, in which the main girder 3 is installed in the vicinity of the main tower 1 along the main girder 3 and the longitudinal direction.
A prestressing steel material 4 is arranged and compressive force is applied to it. FIG. 4 shows the compression section, in which the compression rod 7 is pushed by the jack 6.
The compression rod 7 compresses the PC steel material 4. The nut 8 is moved and comes into contact with the irregularly shaped anchor puto 9 to fix the PC steel material 4 in a compressed state.
以上のようにPC鋼材４を圧縮することによつ
て、その弾性による伸びによつて主桁３の主塔１
近傍部分に引張応力が与えられることになる。こ
の引張応力によつて主塔１傍部分に発生する圧縮
応力を軽減することができる。 By compressing the PC steel material 4 as described above, the main tower 1 of the main girder 3 is
Tensile stress will be applied to nearby parts. This tensile stress can reduce the compressive stress generated in the area near the main tower 1.
この発明は以上のような構成を有し、PC鋼材
によつて主桁の主塔近傍部分に引張応力を与えて
あるため、主桁の自重によつて主塔近傍部分に作
用する圧縮応力を軽減することができる。従つて
コンクリートを高強度のものにしたり、主桁断面
を大きくする必要がなく、施工を安価にし、且つ
施工コストを低くすることができる。
This invention has the above-mentioned configuration, and since tensile stress is applied to the main girder near the main tower by the prestressing steel material, the compressive stress acting on the main girder near the main tower due to its own weight is reduced. It can be reduced. Therefore, it is not necessary to use high-strength concrete or to enlarge the cross section of the main girder, and the construction can be carried out at low cost.
第１図はこの発明にかかる斜張橋の一実施例の
正面図、第２図は他の実施例の正面図、第３図は
他の発明にかかる斜張橋の正面図、第４図は第３
図の部拡大断面図、第５図は従来の斜張橋の正
面図である。
１……主塔、２……斜材、３……主桁、４……
PC鋼材、５……アンカーブロツク、６……ジヤ
ツキ、７……コンプレツシヨンロツド、８……ナ
ツト、９……異形アンカープレート。
FIG. 1 is a front view of one embodiment of a cable-stayed bridge according to the present invention, FIG. 2 is a front view of another embodiment, FIG. 3 is a front view of a cable-stayed bridge according to another embodiment, and FIG. is the third
FIG. 5 is a front view of a conventional cable-stayed bridge. 1... Main tower, 2... Diagonal beam, 3... Main girder, 4...
PC steel material, 5... anchor block, 6... jack, 7... compression rod, 8... nut, 9... irregularly shaped anchor plate.
Claims (1)
を吊下げる斜張橋において、主桁の主塔から離れ
た部分に引張力を与えたPC鋼材を主桁の長手方
向に沿つて配設し、このPC鋼材によつて主桁の
主塔近傍部分を左右から引張ることにより主塔近
傍部分に引張り応力を与えてあることを特徴とす
る斜張橋。 ２ 立設した主塔から張出した斜材にて主桁を吊
下げる斜張橋において、主桁の主塔近傍部分に圧
縮力を与えたPC鋼材を主桁の長手方向に沿つて
配設し、このPC鋼材によつて主桁の主塔近傍部
分に圧縮PC鋼材の伸びによる引張り応力を与え
てあることを特徴とする斜張橋。[Scope of Claims] 1. In a cable-stayed bridge in which the main girder is suspended by diagonal members extending from the main tower, the main girder is made of prestressed steel material that applies tensile force to the part of the main girder away from the main tower. A cable-stayed bridge characterized by being arranged along the longitudinal direction of the main girder and applying tensile stress to the part near the main tower by pulling the main girder near the main tower from left and right using the prestressed steel material. 2. In a cable-stayed bridge where the main girder is suspended by diagonal members extending from the erected main tower, prestressed steel material with compressive force applied to the main girder near the main tower is placed along the longitudinal direction of the main girder. , A cable-stayed bridge characterized in that this prestressed steel material applies tensile stress due to the elongation of the compressed prestressed steel material to a portion of the main girder near the main tower.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14326788A JPH01312107A (en) | 1988-06-10 | 1988-06-10 | Cable stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP14326788A JPH01312107A (en) | 1988-06-10 | 1988-06-10 | Cable stayed bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01312107A JPH01312107A (en) | 1989-12-15 |
| JPH0413487B2 true JPH0413487B2 (en) | 1992-03-09 |
Family
ID=15334774
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP14326788A Granted JPH01312107A (en) | 1988-06-10 | 1988-06-10 | Cable stayed bridge |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01312107A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2661434B1 (en) * | 1990-04-25 | 1992-12-11 | Scetauroute | BRIDGE COMPRISING AN APRON AND AT LEAST TWO PYLONES, AND ITS CONSTRUCTION METHOD. |
-
1988
- 1988-06-10 JP JP14326788A patent/JPH01312107A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPH01312107A (en) | 1989-12-15 |
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