JPH06257323A - Supporting structure for large span structure - Google Patents
Supporting structure for large span structureInfo
- Publication number
- JPH06257323A JPH06257323A JP6734993A JP6734993A JPH06257323A JP H06257323 A JPH06257323 A JP H06257323A JP 6734993 A JP6734993 A JP 6734993A JP 6734993 A JP6734993 A JP 6734993A JP H06257323 A JPH06257323 A JP H06257323A
- Authority
- JP
- Japan
- Prior art keywords
- cable
- support
- supporting
- strut
- strut structure
- 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.)
- Granted
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】この発明は、長径間構造物におけ
る屋根等の大張間構造物を支持する支持構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a support structure for supporting a straddle structure such as a roof in a long span structure.
【０００２】[0002]
【従来技術】従来、長径間構造物における屋根は、地上
で組み立ててジャッキ等により支持柱に沿ってリフトア
ップするか、或いは複数の屋根部材をクレーン車等の揚
重機により支持柱の上部に吊り上げて高所で組み立てて
いる。長径間構造物が長い場合には、屋根を複数に分割
した各分割屋根を桁行方向に沿う支持柱列の一端部上に
配置した後、他端側へ順次移動させ、かつ互いに連結し
て前記屋根を組み立てている。2. Description of the Related Art Conventionally, a roof in a long span structure is assembled on the ground and lifted up along a support pillar by a jack or the like, or a plurality of roof members are lifted above a support pillar by a lifting machine such as a crane truck. Assembled at a high place. In the case where the long span structure is long, each divided roof obtained by dividing the roof into a plurality of parts is arranged on one end of the support column row along the girder direction, then sequentially moved to the other end side, and connected to each other, Assembling the roof.
【０００３】前記屋根の側部は、長径間構造物の建設中
は横移動しないように仮固定し、建設後はシュー構造等
で屋根の横移動をある程度許容した状態で各支持柱の上
部に固定している。The side portion of the roof is temporarily fixed so as not to move laterally during the construction of the long span structure, and after the construction, it is attached to the upper portion of each support pillar with a shoe structure or the like allowing the lateral movement of the roof to some extent. It is fixed.
【０００４】[0004]
【発明の解決しようとする課題】しかしながら、上記従
来の屋根の支持構造では、地震の発生時、屋根から各支
持柱の上部に水平荷重が直接作用することになり、大地
震の場合には支持柱が曲ったり折れるおそれがある。特
に、支持柱がリフトアップ工法における仮設柱である場
合、コーンボックスのコンクリート強度が発生して屋根
が定着するまでの期間について仮設柱の強度を十分に確
保しなければならず、設備が大規模でかつコスト高とな
るという不都合があった。However, in the above-described conventional roof support structure, when an earthquake occurs, a horizontal load directly acts on the upper portions of the support columns from the roof. The pillar may bend or break. In particular, if the support pillar is a temporary pillar used in the lift-up method, the strength of the temporary pillar must be sufficiently secured for the period until the concrete strength of the cone box occurs and the roof is settled. However, there is a disadvantage that the cost becomes high.
【０００５】この発明は上記課題を解決するためになさ
れたもので、地震に対して安全性の向上が図れると共
に、支持柱の強度を従来に比べて低減させて建設費の低
減が図れる大張間構造物の支持構造を提供することにあ
る。The present invention has been made in order to solve the above-mentioned problems, and it is possible to improve the safety against earthquakes and reduce the strength of the supporting columns as compared with the prior art to reduce the construction cost. It is to provide a support structure for an interstructure.
【０００６】[0006]
【課題を解決するための手段】上記目的を達成するため
に、この発明に係る大張間構造物の支持構造は、大張間
構造物の側部に沿って互いに直角な２方向に複数本の支
持柱を列設し、該支持柱列毎に各支持柱の上部に前記大
張間構造物を水平方向に摺動自在に支持し、かつ該大張
間構造物の側部と前記支持柱の上部とを少くとも１本の
ケーブルを介して連結し、前記ケーブルの両端部は隣合
う２本の支持柱の上部に、中央部は前記２本の支持柱間
にて前記大張間構造物の側部に各々連結したものであ
る。In order to achieve the above-mentioned object, a supporting structure for a strut structure according to the present invention comprises a plurality of supporting structures in two directions perpendicular to each other along the side portion of the straddle structure. Support columns are provided in a row, and the strut structures are horizontally slidably supported on the upper part of each of the support columns, and the side portions of the strut structures and the support are supported. The upper part of the pillar is connected via at least one cable, and both ends of the cable are located on the upper part of two adjacent supporting pillars, and the central part is located between the two supporting pillars and is located between the large spans. It is connected to each side of the structure.
【０００７】[0007]
【作用】上記構成によれば、地震の発生で一方の支持柱
列方向に沿って大張間構造物に水平荷重が作用したと
き、大張間構造物は横揺れして支持柱上部で水平移動す
るが、その際、前記一方の支持柱列方向に沿う各ケーブ
ルに張力が均等に生じ、該ケーブルにより大張間構造物
が支持柱上部を支点として支持される。水平荷重が双方
の支持柱列方向に交差した方向に作用したときも同様
で、大張間構造物の横移動で前記双方の支持柱列方向で
の各ケーブルに張力が生じて、大張間構造物が支持柱上
部を支点として支持される。According to the above structure, when a horizontal load is applied to the straddle structure along one of the supporting column rows due to the occurrence of an earthquake, the straddle structure is swayed horizontally at the upper part of the supporting column. While moving, tension is evenly generated in each cable along the one support pillar row direction, and the cable supports the strut structure with the upper part of the support pillar as a fulcrum. The same applies when a horizontal load acts in a direction intersecting the direction of both supporting columns, and the lateral movement of the strut structure causes tension in each cable in the direction of both supporting columns, and The structure is supported with the upper part of the support pillar as a fulcrum.
【０００８】前記ケーブルの固有周期を調整することに
よって大張間構造物の振動エネルギーを吸収して支持柱
上部に無理な水平力がかからないようにできる一方、前
記水平力をケーブルの伸びによる緩衝で低減させること
ができる。By adjusting the natural period of the cable, it is possible to absorb the vibrational energy of the strut structure and prevent an unreasonable horizontal force from being applied to the upper part of the supporting column, while the horizontal force is buffered by the extension of the cable. Can be reduced.
【０００９】[0009]
【実施例】以下、この発明の一実施例を図面に基づいて
説明する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described below with reference to the drawings.
【００１０】図１（１）は大張間構造物の支持構造を示
す平面図、（２）は（１）の正面図、図２（１）は図１
（１）の部分拡大図、（２）は図１（２）の部分拡大
図、図３は作用説明図、図４は地震発生時におけるケー
ブルの応答倍率と固有周期との関係を示す剪断力応答ス
ペクトルである。FIG. 1 (1) is a plan view showing a supporting structure for a strut structure, (2) is a front view of (1), and FIG. 2 (1) is FIG.
1 is a partially enlarged view, (2) is a partially enlarged view of FIG. 1 (2), FIG. 3 is an explanatory view of action, and FIG. 4 is a shear force showing the relationship between the response magnification of the cable and the natural period when an earthquake occurs. It is a response spectrum.
【００１１】図１及び図２において１は長径間構造物に
おける屋根等の大張間構造物、２は複数本の支持柱（実
施例ではリフトアップ工法における仮設柱）である。In FIG. 1 and FIG. 2, 1 is a strut structure such as a roof in a long span structure, and 2 is a plurality of support columns (in the embodiment, temporary columns in the lift-up method).
【００１２】前記支持柱２は大張間構造物１の側部１ａ
（妻部、軒部を含む。以下同じ）に沿って互いに直角な
２方向（図示Ｘ、Ｙ方向）に列設されている。具体的に
は、支持柱２は大張間構造物１の側部１ａの交差部（隅
角部）に１本、該交差部間の中央に１本で前記２方向に
各々都合３本ずつ配置されている。The support pillar 2 is a side portion 1a of the strut structure 1
They are arranged in two directions (X and Y directions in the drawing) that are perpendicular to each other (including the wife part and the eaves part. The same applies hereinafter). Specifically, one support pillar 2 is provided at the intersection (corner) of the side portion 1a of the strut structure 1 and one is provided at the center between the intersections, and three are provided in each of the two directions. It is arranged.
【００１３】前記大張間構造物１の側部１ａの各支持部
位にはシュー金物３が、各支持柱２の上部にはベースプ
レート４が各々固定され、該ベースプレート４上には前
記シュー金物３が図示しないスライド機構を介して摺動
自在に載置されて、大張間構造物１が前記支持柱列毎に
各支持柱２の上部に水平方向に摺動自在に支持されてい
る。A shoe metal piece 3 is fixed to each supporting portion of the side portion 1a of the strut structure 1 and a base plate 4 is fixed to an upper portion of each supporting column 2, and the shoe metal piece 3 is mounted on the base plate 4. Is slidably mounted via a slide mechanism (not shown), and the strut structure 1 is horizontally slidably supported on the upper part of each support column 2 for each support column row.
【００１４】更に、前記支持柱列毎に前記大張間構造物
１の側部と支持柱２の上部とが２本のケーブル５を介し
て連結されている。各ケーブル５は大張間構造物１を平
面に見て直線状になるように該ケーブル５の両端部が隣
合う２本の支持柱２の上部に、中央部が前記２本の支持
柱２間の中央にて大張間構造物１の側部に各々連結され
ている。尚、前記ケーブル５は一本物でも、或いは大張
間構造物１の側部１ａのほぼ同一箇所に一端が連結され
た二本物でも良く、またケーブル５の材質は柔軟性を有
し、引張り強度が十分にあるものであれば金属製に限ら
れないことは勿論である。Further, the side portion of the strut structure 1 and the upper portion of the support column 2 are connected to each other by the two cables 5 for each of the support column rows. Each cable 5 has an upper portion of two supporting columns 2 adjacent to each other at both ends thereof and a central portion of the two supporting columns 2 so that both ends of the cable 5 are linear so that the strut structure 1 is seen in a plane. It is connected to the side portions of the strut structure 1 at the center of the space. The cable 5 may be a single piece or two pieces whose one end is connected to substantially the same position on the side portion 1a of the strut structure 1, and the material of the cable 5 has flexibility and tensile strength. Needless to say, the material is not limited to metal as long as it is sufficient.
【００１５】前記ケーブル５と大張間構造物１の側部１
ａとの連結は、図２（１）に示すように大張間構造物１
の側部１ａにケーブル固定金物６を装着し、該ケーブル
固定金物６に形成された図示しないケーブル挿通孔に前
記ケーブル５の中央部を挿通して図示しない方法で固定
している。The cable 5 and the side portion 1 of the strut structure 1
As shown in Fig. 2 (1), the connection with a is made by the structure 1
A cable fixing metal piece 6 is attached to the side portion 1a of the cable, and a central portion of the cable 5 is inserted into a cable insertion hole (not shown) formed in the cable fixing metal piece 6 and fixed by a method (not shown).
【００１６】また、前記ケーブル５と支持柱２の上部と
の連結は、図２（２）に示すように前記ベースプレート
４にケーブル固定部４ａを形成し、該ケーブル固定部４
ａに形成された図示しないロッド挿通孔にロッド７の一
端部を挿通し、該一端部に形成されたねじ部７ａに２個
のナット８、９を螺合し、該ナット８、９を前記ケーブ
ル固定部４ａに対して両側から締め付ける一方、前記ロ
ッド６の他端部にケーブル固定金物１０を介して前記ケ
ーブル５の端部を固定している。The connection between the cable 5 and the upper portion of the support column 2 is such that a cable fixing portion 4a is formed on the base plate 4 as shown in FIG.
One end of the rod 7 is inserted into a rod insertion hole (not shown) formed in a, and two nuts 8 and 9 are screwed into the threaded portion 7a formed at the one end, and the nuts 8 and 9 are While tightening from both sides to the cable fixing portion 4a, the end portion of the cable 5 is fixed to the other end portion of the rod 6 via a cable fixing metal piece 10.
【００１７】以上の構成において、図３に示すように、
地震の発生で一方の支持柱列方向の例えばＸ方向に沿っ
て大張間構造物１に水平荷重Ｈが作用したとき、大張間
構造物１はＸ方向に横揺れして支持柱２の上部で水平移
動するが、その際、Ｘ方向に沿う４本のケーブル５に張
力が均等に生じ（張力＝Ｈ／４）、該ケーブル５により
大張間構造物１が支持柱２の上部を支点として支持され
る。In the above structure, as shown in FIG.
When a horizontal load H acts on the straddle structure 1 along one of the supporting column row directions, for example, the X direction due to the occurrence of an earthquake, the straddle structure 1 rolls in the X direction and the supporting columns 2 Although it moves horizontally in the upper part, tension is evenly generated in the four cables 5 along the X direction (tension = H / 4), and the cables 5 cause the large strut structure 1 to move above the support columns 2. Supported as a fulcrum.
【００１８】また、前記ケーブル５の長さ、太さ（断面
積）等で固有周期を調整することができ、これによって
大張間構造物１の振動エネルギーを吸収することが可能
になる一方、前記支持柱２の上部に作用する水平荷重が
前記ケーブル５の伸びによる緩衝で低減される。Further, the natural period can be adjusted by the length, thickness (cross-sectional area), etc. of the cable 5, which makes it possible to absorb the vibration energy of the strut structure 1. The horizontal load acting on the upper portion of the support column 2 is reduced by buffering due to the extension of the cable 5.
【００１９】また、水平荷重がＸ、Ｙ方向の双方に交差
した方向に作用したとき、大張間構造物１の横移動で
Ｘ、Ｙ方向での各ケーブル５に張力が生じることで、前
記と同様に前記大張間構造物１の振動エネルギーを吸収
することが可能となる一方、前記支持柱２の上部に作用
する水平荷重が前記ケーブル５の伸びによる緩衝で低減
される。When a horizontal load acts in a direction intersecting both the X and Y directions, the lateral movement of the strut structure 1 causes tension in each of the cables 5 in the X and Y directions. Similarly to the above, it becomes possible to absorb the vibration energy of the strut structure 1, while the horizontal load acting on the upper portion of the support column 2 is reduced by the buffering due to the extension of the cable 5.
【００２０】（１）ケーブル５の固有周期：固有周期Ｔ
は長さＬ、断面積Ａ、ヤング率Ｅで自由に調整できる。
この固有周期Ｔの計算は次のように行う。例えばＬ＝２
０ｍ、Ａ＝７．８６ｃｍ2 、Ｅ＝１６００ｔ／ｃｍ2 の
ケーブルを使用すると、ばね定数ｋは次式で ｋ＝Ｅ・Ａ／Ｌ ＝１６００×７．８６／２０００＝６．２９（ｔ／ｃｍ） ところで、大張間構造物１に作用する水平荷重Ｈ＝１８
４５．３ｔではケーブル一本当りの張力Ｐは次式で Ｐ＝Ｈ／４ ＝１８４５．３／４＝４６１．３（ｔ） 従って、前記固有周期Ｔは次式に前記２式で求めた値を
代入して Ｔ＝２π｛Ｐ／（ｋ・ｇｔ）｝1/2 ＝２π×｛４６１．３／（６．２９×９８０）｝1/2 ＝１．７２（秒） となる。(1) Natural period of cable 5: Natural period T
Can be freely adjusted by length L, cross-sectional area A, and Young's modulus E.
The calculation of the natural period T is performed as follows. For example L = 2
When a cable of 0 m, A = 7.86 cm 2 and E = 1600 t / cm 2 is used, the spring constant k is k = E · A / L = 1600 × 7.86 / 2000 = 6.29 (t / cm) By the way, the horizontal load H = 18 that acts on the strut structure 1
At 45.3t, the tension P per cable is calculated by the following equation: P = H / 4 = 1845.3 / 4 = 461.3 (t) Therefore, the natural period T is the value obtained by the following equation in the following equation. And T = 2π {P / (k · gt)} 1/2 = 2π × {461.3 / (6.29 × 980)} 1/2 = 1.72 (seconds).
【００２１】（２）支持柱２の安全性：ここで、既発生
地震のＴｏｋｙｏ１０１−ＮＳ波を想定した場合、図４
から固有周期Ｔ＝１．７２（秒）における応答倍率ηは
ほぼ０．３となることから、応答加速度は、建築基準法
で定められた地震剪断係数Ｃ0 ＝０．２相当の応答加速
度２００ｇａｌに対して ２００×０．３＝６０ｇａｌ となり、地震剪断係数Ｃ0 はほぼ０．０６であるため、
リフトアップ用仮設柱を構成する支持柱２の上部が受け
る水平力は １８４５．３×０．０６＝１１０．７（ｔ） となる。このため、リフトアップ工法における仮設柱を
構成する支持柱２の弾性設計を前記水平力で行えば良く
なる。(2) Safety of the support pillar 2: Here, assuming the Tokyo101-NS wave of the existing earthquake, FIG.
Since the response magnification η at the natural period T = 1.72 (sec) is about 0.3, the response acceleration is 200 gal corresponding to the earthquake shear coefficient C 0 = 0.2 specified by the Building Standards Act. Since 200 × 0.3 = 60 gal, and the seismic shear coefficient C 0 is approximately 0.06,
The horizontal force received by the upper portion of the support column 2 that constitutes the lift-up temporary column is 1845.3 × 0.06 = 110.7 (t). For this reason, the elastic design of the support columns 2 forming the temporary columns in the lift-up method can be performed by the horizontal force.
【００２２】（３）ケーブル５の安全性：ケーブルがＪ
ＳＳ規格のスパイラルロープでロープ径＝３６ｍｍ、断
面積Ａ＝７．８６ｃｍ2 、ヤング率Ｅ＝１６００ｔ／ｃ
ｍ2 、切断荷重１１４ｔであるとき、Ｔｏｋｙｏ１０１
−ＮＳ波を想定したとき、前項から地震剪断係数Ｃ0 ＝
０．０６であるから、ケーブル一本当りの張力Ｐ1 は次
式で Ｐ1 ＝０．０６Ｐ ＝０．０６×４６１．３ ＝２７．７（ｔ） このため、安全率Ｆは次式で Ｆ＝１１４／２７．７ ＝４．１ となり、安全性が確保される。(3) Safety of cable 5: The cable is J
SS standard spiral rope, rope diameter = 36 mm, cross-sectional area A = 7.86 cm 2 , Young's modulus E = 1600 t / c
m 2, when a cutting load 114t, Tokyo101
-Assuming NS waves, the seismic shear coefficient C 0 =
Since it is 0.06, the tension P 1 per cable is P 1 = 0.06 P = 0.06 × 461.3 = 27.7 (t) Therefore, the safety factor F is F = 114 / 27.7 = 4.1, and safety is secured.
【００２３】（４）ケーブル５の伸び：最大伸びδは次
式で δ＝（Ｐ1 ・Ｌ）／（Ａ・Ｅ） ＝（２７．７×２０００）／（７．８６×１６００） ＝４．４（ｃｍ） となる。(4) Elongation of cable 5: The maximum elongation δ is expressed by the following equation: δ = (P 1 · L) / (AE) = (27.7 × 2000) / (7.86 × 1600) = 4 It becomes 0.4 (cm).
【００２４】以上のようにケーブル５の固有周期Ｔを計
算調整することによって、大張間構造物１の振動エネル
ギーを吸収して支持柱２の上部に無理な水平力がかから
ないようにできる。また、前記水平力をケーブル５の伸
びによる緩衝で低減させることができると共に、前記水
平力に基づく弾性設計で支持柱２の強度を従来に比べて
低減できる。By calculating and adjusting the natural period T of the cable 5 as described above, it is possible to absorb the vibration energy of the strut structure 1 and prevent an excessive horizontal force from being applied to the upper portion of the support column 2. Further, the horizontal force can be reduced by buffering due to the extension of the cable 5, and the strength of the support column 2 can be reduced as compared with the conventional one by the elastic design based on the horizontal force.
【００２５】尚、上記実施例では、大張間構造物１を平
面に見てケーブル５が直線状になるように該ケーブル５
の両端部を隣合う２本の支持柱２の上部に、中央部を前
記２本の支持柱２間の中央にて大張間構造物１の側部に
各々連結したが、図５に示すように、大張間構造物１の
側部におけるケーブル５の連結位置をずらして大張間構
造物１を平面に見てケーブル５がＶ状になるようにして
も良い。前記隣合う２本の支持柱２は、該支持柱２間に
少くとも１本の支持柱２が存在する場合を含む。In the above embodiment, the cable 5 is arranged so that the cable 5 is straight when the strut structure 1 is seen in a plane.
Both end portions of the above are connected to the upper portions of two adjacent support columns 2 and the central portion is connected to the side portions of the strut structure 1 at the center between the two support columns 2, respectively, as shown in FIG. As described above, the connecting positions of the cables 5 on the side portions of the straddle structure 1 may be shifted so that the cable 5 has a V shape when the straddle structure 1 is seen in a plane. The two adjacent support columns 2 include the case where at least one support column 2 exists between the support columns 2.
【００２６】また、支持柱２がリフトアップ工法におけ
る仮設柱を構成する場合について説明したが、支持柱２
が本設柱を構成する場合にも適用可能であることは勿論
である。The case where the support pillar 2 constitutes a temporary pillar in the lift-up method has been described.
It is needless to say that the present invention is also applicable to the case where the main pillar is constructed.
【００２７】[0027]
【発明の効果】以上の通りこの発明は、大張間構造物の
側部に沿って互いに直角な２方向に複数本の支持柱を列
設し、該支持柱列毎に各支持柱の上部に前記大張間構造
物を水平方向に摺動自在に支持し、かつ該大張間構造物
の側部と前記支持柱の上部とを少くとも１本のケーブル
を介して連結し、前記ケーブルの両端部は隣合う２本の
支持柱の上部に、中央部は前記２本の支持柱間にて前記
大張間構造物の側部に各々連結したため、地震の発生
時、大張間構造物を支持柱上部で水平移動させてケーブ
ルに張力を発生させ、大張間構造物を支持柱上部を支点
として支持することができることから、地震に対してケ
ーブルの固有周期の調整で大張間構造物の振動エネルギ
ーを吸収して支持柱上部に無理な水平力がかからないよ
うにでき、また、前記水平力をケーブルの伸びによる緩
衝で低減させることができると共に、前記水平力に基づ
く弾性設計で支持柱の強度を従来に比べて低減できる。
従って、地震に対して安全性の向上が図れると共に、建
設費の低減が図れる。As described above, according to the present invention, a plurality of support pillars are provided in a row in two directions at right angles to each other along the side portion of the strut structure, and each support pillar has an upper portion of each support pillar. A slidably supporting the strut structure in a horizontal direction, and connecting a side portion of the strut structure and an upper portion of the supporting column through at least one cable, Since both ends of the above are connected to the upper part of two adjacent support pillars, and the center part is connected to the side part of the above-mentioned straddle structure between the two support pillars, when an earthquake occurs, the straddle structure Since an object can be horizontally moved above the support column to generate tension in the cable and the structure can be supported using the upper part of the support column as a fulcrum, it is possible to adjust the natural period of the cable against the earthquake. The vibration energy of the structure can be absorbed to prevent an unreasonable horizontal force from being applied to the upper part of the support column. It is possible to reduce the horizontal force in the buffer according to the elongation of the cable, the strength of the support pillar can be reduced as compared with conventionally elastic design based on the horizontal force.
Therefore, it is possible to improve safety against earthquakes and reduce construction costs.
【図１】（１） この発明の一実施例である大張間構造
物の支持構造を示す平面図である。 （２） （１）の正面図である。FIG. 1 is a plan view showing a supporting structure for a strut structure according to an embodiment of the present invention. (2) It is a front view of (1).
【図２】（１） 図１（１）の部分拡大図である。 （２） 図１（２）の部分拡大図である。FIG. 2 (1) is a partially enlarged view of FIG. 1 (1). (2) It is a partially enlarged view of FIG. 1 (2).
【図３】図１に示す大張間構造物の支持構造の作用説明
図である。FIG. 3 is an operation explanatory view of the support structure for the strut structure shown in FIG. 1.
【図４】地震発生時におけるケーブルの応答倍率と固有
周期との関係を示す剪断力応答スペクトルである。FIG. 4 is a shear force response spectrum showing the relationship between the response magnification of the cable and the natural period when an earthquake occurs.
【図５】この発明の他の実施例である大張間構造物の支
持構造を部分的に示す平面図である。FIG. 5 is a plan view partially showing a supporting structure for a strut structure according to another embodiment of the present invention.
１ 大張間構造物 １ａ 側部 ２ 支持柱 ５ ケーブル Ｘ、Ｙ 互いに直角な２方向 1 Structure between Ohari 1a Side 2 Support column 5 Cable X, Y Two directions perpendicular to each other
───────────────────────────────────────────────────── フロントページの続き (72)発明者 下村 英男 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 (72)発明者 越田 和憲 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 (72)発明者 山田 利行 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 (72)発明者 川添 俊之 東京都中央区銀座６−２−10 株式会社巴 コーポレーション内 (72)発明者 高山 秀勝 東京都中央区銀座６−２−10 株式会社巴 コーポレーション内 ─────────────────────────────────────────────────── ─── Continued Front Page (72) Inventor Hideo Shimomura 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Construction Co., Ltd. (72) Inventor Kazunori Koshida 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Construction Incorporated (72) Inventor Toshiyuki Yamada 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Construction Co., Ltd. (72) Inventor Toshiyuki Kawazoe 6-2-10 Ginza, Chuo-ku, Tokyo Inside Tomoe Corporation (72) ) Inventor Hidekatsu Takayama 6-2-10 Ginza, Chuo-ku, Tokyo Inside Tomoe Corporation
Claims (1)
な２方向に複数本の支持柱を列設し、該支持柱列毎に各
支持柱の上部に前記大張間構造物を水平方向に摺動自在
に支持し、かつ該大張間構造物の側部と前記支持柱の上
部とを少くとも１本のケーブルを介して連結し、前記ケ
ーブルの両端部は隣合う２本の支持柱の上部に、中央部
は前記２本の支持柱間にて前記大張間構造物の側部に各
々連結したことを特徴とする大張間構造物の支持構造。1. A plurality of support pillars are arranged in a row in two directions at right angles to each other along a side portion of the strut structure, and the strut structure is provided above each of the support pillars for each row of the supporting pillars. Is slidably supported in the horizontal direction, and the side portion of the strut structure and the upper portion of the supporting column are connected via at least one cable, and both ends of the cable are adjacent to each other. A support structure for a strut structure, characterized in that a central portion is connected to the side portions of the straddle structure between the two support pillars at the upper part of the support pillar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6734993A JP2958934B2 (en) | 1993-03-04 | 1993-03-04 | Support structure for Ochoma structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6734993A JP2958934B2 (en) | 1993-03-04 | 1993-03-04 | Support structure for Ochoma structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH06257323A true JPH06257323A (en) | 1994-09-13 |
| JP2958934B2 JP2958934B2 (en) | 1999-10-06 |
Family
ID=13342459
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6734993A Expired - Fee Related JP2958934B2 (en) | 1993-03-04 | 1993-03-04 | Support structure for Ochoma structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2958934B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605963A (en) * | 2012-04-18 | 2012-07-25 | 中建六局工业设备安装有限公司 | Method for manufacturing double-layer tensioning sleeve of large-span ultrathin and ultralong steel stranded wire |
| JP2016118008A (en) * | 2014-12-19 | 2016-06-30 | 西日本高速道路株式会社 | Structural vibration control device, method for removing residual displacement of superstructure using the same and bridge reinforcement method |
| CN105971298A (en) * | 2016-06-17 | 2016-09-28 | 中国建筑第八工程局有限公司 | Large-span stand column cable protective shed |
-
1993
- 1993-03-04 JP JP6734993A patent/JP2958934B2/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605963A (en) * | 2012-04-18 | 2012-07-25 | 中建六局工业设备安装有限公司 | Method for manufacturing double-layer tensioning sleeve of large-span ultrathin and ultralong steel stranded wire |
| JP2016118008A (en) * | 2014-12-19 | 2016-06-30 | 西日本高速道路株式会社 | Structural vibration control device, method for removing residual displacement of superstructure using the same and bridge reinforcement method |
| CN105971298A (en) * | 2016-06-17 | 2016-09-28 | 中国建筑第八工程局有限公司 | Large-span stand column cable protective shed |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2958934B2 (en) | 1999-10-06 |
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