JP3417865B2 - Method of constructing structure using strut and strut structure - Google Patents
Method of constructing structure using strut and strut structureInfo
- Publication number
- JP3417865B2 JP3417865B2 JP05584099A JP5584099A JP3417865B2 JP 3417865 B2 JP3417865 B2 JP 3417865B2 JP 05584099 A JP05584099 A JP 05584099A JP 5584099 A JP5584099 A JP 5584099A JP 3417865 B2 JP3417865 B2 JP 3417865B2
- Authority
- JP
- Japan
- Prior art keywords
- strut
- column
- steel
- pillar
- load
- 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 - Lifetime
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Description
【0001】[0001]
【発明の属する技術分野】本発明は、重量物を支柱(ベ
ント)で仮支持しながら構築する方法、及びそれに使用
する支柱に関するもので、更に詳しくは、例えば、場所
打ちコンクリート製橋梁などの構築方法及びその支保工
に使用される支柱の構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a heavy object while temporarily supporting it with a pillar (vent) and a pillar used for the method. More specifically, for example, construction of a cast-in-place concrete bridge or the like. The present invention relates to a method and a structure of columns used for supporting the method.
【0002】[0002]
【従来の技術】重量物を高所に構築又は組み立てる場
合、支柱を立設し一時的にその構造物を支持させ、構造
物の組立完了後はその支柱を撤去する技術が一般的であ
る。2. Description of the Related Art In the case of constructing or assembling a heavy object at a high place, it is common to erect a pillar to temporarily support the structure and to remove the pillar after the structure is completely assembled.
【0003】場所打ち施工される高架道路橋などでは橋
体下空間に枠組み足場材などで全面的に支保工を組立
て、その上に型枠を組み立てる技術があるが、その橋体
下空間に仮設道路を必要とする場合や深い谷になってい
る場合などでは不都合なこととなる。この場合、全面に
支保工を組むのではなく、支間方向に適宜な間隔を開け
て支柱を立設しその支柱間にH形鋼などの支保工桁を架
設し、その上に型枠を組み立てる技術が採用される。In an elevated road bridge to be cast-in-place, there is a technique of completely assembling the support work in the space under the bridge with frame scaffolds and the like, and assembling the formwork on it. This is inconvenient when a road is required or when the valley is deep. In this case, instead of assembling the support work on the entire surface, columns are erected at appropriate intervals in the span direction, support beams such as H-shaped steel are erected between the columns, and the formwork is assembled on it. Technology is adopted.
【0004】図11にこのような支柱を用いた橋の構築
の例を掲げた。橋台31、橋脚32間に等間隔に支柱基
礎コンクリート33を打設し、その上にそれぞれ仮支柱
35を立設し、これらの支柱上に支保工桁36を架設
し、支保工桁36上に型枠を組み立て、橋体37を型枠
内に場所打ちコンクリートで構築する。図11には工事
用の仮設道路34が示されている。FIG. 11 shows an example of construction of a bridge using such columns. Pillar foundation concrete 33 is placed between the abutments 31 and piers 32 at equal intervals, and temporary braces 35 are erected on the pillar foundation concrete 33, and the support girders 36 are erected on these pillars. The formwork is assembled and the bridge 37 is constructed in the formwork with cast-in-place concrete. FIG. 11 shows a temporary road 34 for construction.
【0005】図12は図11のG−G断面を示すもの
で、この場合少ない本数の仮支柱35で橋体37の重量
を支持する必要性があるため太径の鋼管などを組み合わ
せた仮支柱35を用いる。FIG. 12 is a sectional view taken along line GG of FIG. 11. In this case, since it is necessary to support the weight of the bridge 37 by a small number of temporary columns 35, a temporary column formed by combining a large diameter steel pipe or the like. 35 is used.
【0006】更に、図13は狭隘な渓谷部に架設される
橋梁の例を示すものである。両岸の一部分を後施工部分
41とした後に支保工を用いて施工することとし、中央
の深い谷の水面44上方の部分は張出し架設する例であ
る。中央の張出し架設する部分の張出橋体43及び張出
架設装置42の重量を仮支柱35で支持して張出橋体4
3を構築し、左右から張出した張出橋体43の中央を連
結する。その後仮支柱35を撤去し、次いで両岸の後施
工部分41を構築して完成する技術である。Further, FIG. 13 shows an example of a bridge laid in a narrow valley. This is an example in which a part of both banks is made a post-construction part 41 and then construction is carried out by using support work, and the portion above the water surface 44 of the deep valley in the center is overlaid. The weight of the overhanging bridge body 43 and the overhanging and erection device 42 in the central overhanging and supporting portion is supported by the temporary strut 35 to support the overhanging bridge body 4.
3 is constructed and the centers of the overhanging bridge bodies 43 extending from the left and right are connected. After that, the temporary columns 35 are removed, and then the post-construction portions 41 on both banks are constructed and completed.
【0007】これらの構築作業に用いられる仮支柱は、
オイラーの公式やヤング係数、ポアソン比などのパラメ
ータを基にし、その長さに必要な断面や荷重による収縮
歪みを計算し、構造物を所定の高さ位置に構築するた
め、予め上げ越し量などを算出して使用される。この場
合、上載される型鋼、型枠板、支柱間の接続面の隙間な
ど予測が困難なデッド量などを累加して考慮する必要が
あり、上げ越し量の設定は熟練者の経験に頼っていた。The temporary columns used for these construction work are
Based on Euler's formula, Young's modulus, Poisson's ratio, and other parameters, calculate the cross-section required for the length and the shrinkage strain due to the load, and build up the structure at a predetermined height position. Is calculated and used. In this case, it is necessary to cumulatively consider the dead amount that is difficult to predict, such as the die steel to be mounted, the form plate, and the gap between the connecting surfaces between the columns. It was
【0008】[0008]
【発明が解決しようとする課題】本発明は支柱で仮支持
しながら構築する構造物の構築方法において、上げ越し
量を計算する要素のうちの計算上想定可能な部分につい
ては予め解析しておき、構築工事中の構造物をより正確
な設定の高さ位置に維持して構築する構造物の構築方法
及びこれに用いる支柱構造を提供することを目的とす
る。SUMMARY OF THE INVENTION In the present invention, in a method of constructing a structure to be constructed while temporarily supporting it by a column, a part of the elements for calculating the amount of overlift is calculated and analyzed beforehand. An object of the present invention is to provide a method for constructing a structure which is constructed while maintaining the structure under construction at a height position of a more accurate setting, and a pillar structure used for the method.
【0009】[0009]
【課題を解決するための手段】本発明は上記課題を解決
するために開発されたもので、その技術手段は、支柱で
仮支持しながら構築する構造物の構築方法において、載
荷全重量に相当する軸圧縮力を支柱に予め付与してお
き、構造物の構築工程の進行に伴い、段階的に支柱に付
与された前記軸圧縮力を解放することを特徴とする支柱
を用いた構造物の構築方法である。The present invention was developed in order to solve the above problems, and its technical means is equivalent to the total weight of a load in a method of constructing a structure that is constructed while temporarily supporting it with a support column. A structure for using a strut characterized in that an axial compressive force to be applied to the strut in advance is released, and the axial compressive force applied to the strut is released stepwise as the structure construction process progresses. It is a construction method.
【0010】ここで載荷全重量とは、上載鋼材、型枠
材、構造物を構成するコンクリートや鉄筋など、構造物
の構築過程で各支柱が支持すべき重量をいう。支柱が等
間隔の場合、支持する支柱の数でこれらの総重量を除し
て得られた値が載荷全重量となるが支柱の配列や位置に
よっては支柱ごとに異なる値となる。Here, the total weight to be loaded refers to the weight that each column should support in the process of constructing a structure such as a top-mounted steel material, a formwork material, concrete and rebar forming a structure. When the columns are equidistant, the total weight is obtained by dividing the total weight of the columns by the number of columns to be supported, but the value varies from column to column depending on the arrangement and position of the columns.
【0011】上記構築方法に用いる支柱は、構築中の構
造物を仮支持する支柱において、載荷全重量に相当する
軸圧縮力を付与する機構として前記支柱の両端間を結合
する多数のPC鋼材及び該PC鋼材に軸圧縮力を導入し
たり解放したりするジャッキ装置を備えたことを特徴と
する支柱構造である。またこの支柱は1又は複数本の鋼
管で構成すると製作、取扱が容易で好適である。 The columns used in the above construction method are the structures under construction.
In a strut that temporarily supports a structure, joins both ends of the strut as a mechanism that applies an axial compressive force equivalent to the total weight of the load.
Introducing axial compression force into a large number of PC steel materials
And further comprising a jack device or to or released
It is a pillar structure. Also, this post is fabricated to comprise one or a plurality of steel pipes, Ru easy handling suitable der.
【0012】[0012]
【発明の実施の形態】以下図面を参照して、本発明を説
明する。DETAILED DESCRIPTION OF THE INVENTION The present invention will be described below with reference to the drawings.
【0013】図1は前記図11に示す形態で使用される
鋼管製支柱(ベント)1の例を示す側面図であり、図2
は図1のA−A矢視図、図3は図1のB−B矢視図、図
4は図1のC−C矢視図、図5は、図3のD−D矢視図
である。図3に示すように、2本の鋼管2を平行に横つ
なぎ材10とフランジ4で結合しサドル鋼材3を取付
け、更にそれを平行に2列に配置して図5に示すように
鋼管4本構成としたものである。その上下端に図1、図
2に示すように、載荷梁5を介して一面当たり2本のP
C鋼棒6を取付けている。中間位置に上下に張力伝達梁
7をそれぞれ配して、PC鋼材6をそれぞれ結合してい
る。その上の張力伝達梁7上に中空型油圧ジャッキ8を
介装している。すなわち中空型油圧ジャッキ8を上側の
張力伝達梁に取付け、テンションロッド9をラム11の
先端と下側の張力伝達梁7に連結している。中空型油圧
ジャッキ8はラム11を伸長することによってPC鋼棒
6を介して鋼管2に均等に軸圧縮力を導入することがで
きる。FIG. 1 is a side view showing an example of a steel pipe support (vent) 1 used in the form shown in FIG.
1 is an AA arrow view of FIG. 1, FIG. 3 is a BB arrow view of FIG. 1, FIG. 4 is a CC arrow view of FIG. 1, and FIG. 5 is a DD arrow view of FIG. Is. As shown in FIG. 3, two steel pipes 2 are connected in parallel to each other by a horizontal tie member 10 and a flange 4, and saddle steel members 3 are attached. This configuration is adopted. As shown in FIGS. 1 and 2, at the upper and lower ends thereof, two Ps are attached per surface through the loading beam 5.
C steel rod 6 is attached. Tension transmission beams 7 are arranged vertically at an intermediate position to connect the PC steel materials 6 to each other. A hollow hydraulic jack 8 is provided on the tension transmission beam 7 thereabove. That is, the hollow hydraulic jack 8 is attached to the upper tension transmission beam, and the tension rod 9 is connected to the tip of the ram 11 and the lower tension transmission beam 7. The hollow type hydraulic jack 8 can uniformly introduce the axial compressive force to the steel pipe 2 through the PC steel rod 6 by extending the ram 11.
【0014】中空型油圧ジャッキ8に付与する緊張力
は、支柱1に作用する載荷全重量によって生じる荷重に
相当する緊張力であって、載荷全重量によって生じると
想定される収縮歪み変形を予め支柱に与えておくための
ものである。The tension force applied to the hollow hydraulic jack 8 is a tension force corresponding to the load produced by the total weight of the load acting on the column 1, and the contraction strain deformation assumed to be caused by the total weight of the column is preliminarily applied to the column. It is for giving to.
【0015】図6〜図8は他の支柱の例を示すもので、
図6は側面図、図7は図6のE−E矢視図、図8は図6
のF−F矢視図である。この支柱1は図13に示したよ
うな形態で用いるに適した数100トンにも及ぶ重荷重
用の支柱1の例である。この例では500〜1000m
m程度の直径の大口径鋼管2を用いたものである。鋼管
2の上部に中空型油圧ジャッキ8を内包する載荷フレー
ム13を載置し、鋼管2内を上下に貫通する複数のPC
鋼棒6又はPCストランドを配し、均等に収縮歪みを付
与する形式の支柱1である。この場合、PC鋼棒6の配
置は鋼管2の内部にするのではなく、鋼管2の周囲とし
てもよい。6 to 8 show examples of other columns.
6 is a side view, FIG. 7 is a view taken along the line EE of FIG. 6, and FIG. 8 is FIG.
It is a FF arrow line view of. This support column 1 is an example of a support column 1 for heavy load of several hundred tons, which is suitable for use in the form as shown in FIG. 500-1000m in this example
A large-diameter steel pipe 2 having a diameter of about m is used. A plurality of PCs, each of which has a loading frame 13 including a hollow hydraulic jack 8 mounted on the upper portion of the steel pipe 2 and vertically penetrates the steel pipe 2,
This is a column 1 in which steel rods 6 or PC strands are arranged to uniformly apply shrinkage strain. In this case, the PC steel rods 6 may be arranged around the steel pipe 2 instead of inside the steel pipe 2.
【0016】このように、予め軸圧縮力を付与し支柱1
の長手方向に収縮歪みを与えた支柱は、載荷荷重が作用
してから歪み量が変化(増加)するのではなく、既に歪
みを付与してあるので施工前の上げ越し量の検討計算か
ら除外することができる。この収縮歪みは施工工程の進
行に伴い支柱に作用する構造物の荷重に見合う予め付与
した軸圧縮力を順次段階的に解放することで収縮歪みの
変化を抑制する。この荷重の解放は中空型油圧ジャッキ
8を作動させる図示省略している電動油圧ポンプの荷重
計で監視しながら油圧ジャッキを作動させつつ軸圧縮力
を解放していく。このことによって、常に設定高さ位置
をほぼ一定高さに維持することができ、より正確な高さ
位置に構造物を構築することが可能となる。In this way, the column 1 is preliminarily applied with the axial compressive force.
Exclude from the calculation of the amount of overhang before the construction because the column that has been given a contraction strain in the longitudinal direction of the column does not change (increase) the strain amount after the loading load acts can do. This contraction strain suppresses a change in the contraction strain by gradually releasing a pre-applied axial compressive force corresponding to the load of the structure acting on the support column stepwise as the construction process progresses. The release of this load is performed by monitoring the load meter of an electric hydraulic pump (not shown) that operates the hollow hydraulic jack 8 and operating the hydraulic jack to release the axial compression force. As a result, the set height position can always be maintained at a substantially constant height, and the structure can be constructed at a more accurate height position.
【0017】図9は、本発明の支柱の挙動の概念を示す
説明図である。図10は従来型の支柱の挙動を示す概念
図で、図10(a)は上載荷重21を載荷する前の支柱
22の状態、図10(b)は上載荷重21を載荷した後
の支柱23の状態を示すものである。上載荷重21を載
荷前の支柱22に設定した高さHは上載荷重21を載荷
した後の支柱23では収縮歪み分Δhだけ下がる。図9
に示す本発明では、図9(a)に示すように、上載荷重
の載荷前に予め上載荷重相当の軸圧縮力24を付与し歪
みを生じさせておき、図9(b)、(c)に示すよう
に、工程が進行して上載荷重21が増大するに伴ないこ
れに合わせ軸圧縮力24を解放してゆく。最終的には、
図9(d)に示すように支柱1に生じる軸圧縮力は全て
上載荷重21に置き換わり、支柱1の収縮歪みは構築工
程の最初から最後まで増減しないことを示している。FIG. 9 is an explanatory view showing the concept of the behavior of the pillar of the present invention. 10A and 10B are conceptual diagrams showing the behavior of a conventional type of column. FIG. 10A is a state of the column 22 before the top load 21 is loaded, and FIG. 10B is a column 23 after the top load 21 is loaded. Shows the state of. The height H set on the column 22 before the top load 21 is loaded is reduced by the contraction strain Δh at the column 23 after the top load 21 is loaded. Figure 9
In the present invention shown in FIG. 9A, as shown in FIG. 9A, an axial compressive force 24 equivalent to the overload is applied in advance to cause distortion before the overload is loaded, and FIGS. As the process progresses and the top load 21 increases, the corresponding axial compression force 24 is released as shown in FIG. Eventually,
As shown in FIG. 9 (d), all the axial compressive force generated in the column 1 is replaced by the overlaid load 21, and the contraction strain of the column 1 does not increase or decrease from the beginning to the end of the building process.
【0018】これらの支柱(ベント)1は、単一長さの
ベントブロックを複数連結して用いる。圧縮力は単一長
さのベントブロック毎に付与してもよいが、所定高さに
合わせた長さに複数ブロックを組立た後に全長に亘って
圧縮力を付与すれば、各ベントブロック接続面のデッド
量を除外することができるので好都合である。For these columns (vents) 1, a plurality of bent blocks having a single length are connected and used. The compressive force may be applied to each vent block of a single length, but if the compressive force is applied over the entire length after assembling a plurality of blocks to a length matched to a predetermined height, each vent block connecting surface This is convenient because the dead amount of can be excluded.
【0019】以上の実施例では支柱の主材として円筒鋼
管を使用した例を示したが、本発明はこれに限定するわ
けではなく、角形鋼管でも同様に使用することができ、
又はH形鋼、Iビームなどの形鋼でもPC鋼材の配置方
法を工夫すれば適用可能であることはもちろんである。In the above embodiments, an example in which a cylindrical steel pipe is used as the main material of the supporting column has been shown, but the present invention is not limited to this, and a rectangular steel pipe can be similarly used.
Alternatively, it is needless to say that H-shaped steel, I-beam, and other shaped steels can also be applied by devising the arrangement method of the PC steel material.
【0020】なお、図1〜図6に示す本発明の支柱構造
を、図11、図13に示すような構造物に適用した場合
に、構造物(橋体)完成後にその支柱を撤去するには、
図示省略してあるが、支柱の上端又は下端にジャッキを
挿入しておき、このジャッキを縮小して撤去するなどの
公知の方法を用いればよい。When the strut structure of the present invention shown in FIGS. 1 to 6 is applied to a structure as shown in FIGS. 11 and 13, the strut is removed after the structure (bridge) is completed. Is
Although not shown, a known method such as inserting a jack at the upper end or the lower end of the column and reducing the jack to remove it may be used.
【0021】[0021]
【発明の効果】本発明によれば、構築中の構造物を仮支
持する支柱において、想定される歪みを生じる載荷全重
量に相当する軸圧縮力を予め支柱に付与しておき、工程
の進行に伴って増大する上載荷重に合わせて軸圧縮力を
解放することによって、支柱の高さを一定に保つことが
できる。従って、支柱部分については上げ越し量の検討
数値から除外することができ、正確な高さ位置を設定す
ることが可能である。また、前記支柱は、1又は複数本
の鋼管で構成すると製作、取扱が容易で好適である。更
に、軸圧縮力は、PC鋼棒、PCストランドなどのPC
鋼材によって付与するすると簡便である。収縮歪みの変
化(増大)しない支柱を用いることによって、煩雑な上
げ越し計算を簡略化することができ、より正確な施工に
寄与する効果は多大である。According to the present invention, in a column for temporarily supporting a structure under construction, an axial compressive force corresponding to the total weight of loading causing an expected strain is applied to the column in advance, and the process proceeds. By releasing the axial compressive force in accordance with the overloaded load that increases as a result, the height of the column can be kept constant. Therefore, the column portion can be excluded from the numerical value of the amount of lifting and the accurate height position can be set. In addition, it is preferable that the support column is made of one or a plurality of steel pipes because it is easy to manufacture and handle. In addition, the axial compressive force is the same as PC steel rods, PC strands and other PCs.
It is convenient to apply it by steel material. By using the support column that does not change (increase) the contraction strain, complicated calculation for raising can be simplified, and the effect of contributing to more accurate construction is great.
【図1】実施例の支柱の側面図である。FIG. 1 is a side view of a pillar of an embodiment.
【図2】図1のA−A矢視図である。FIG. 2 is a view on arrow AA of FIG.
【図3】図1のB−B矢視図である。FIG. 3 is a view taken along the line BB of FIG.
【図4】図1のC−C矢視図である。FIG. 4 is a view taken along the line C-C in FIG.
【図5】図3のD−D矢視図である。FIG. 5 is a view on arrow D-D of FIG. 3.
【図6】他の実施例の支柱の側面図である。FIG. 6 is a side view of a column of another embodiment.
【図7】図6のE−E矢視図である。FIG. 7 is a view on arrow EE in FIG.
【図8】図6のF−F矢視図である。FIG. 8 is a view on arrow FF in FIG.
【図9】本発明の支柱の挙動を示す概念図である。FIG. 9 is a conceptual diagram showing the behavior of the pillar of the present invention.
【図10】従来の支柱の挙動を示す概念図である。FIG. 10 is a conceptual diagram showing the behavior of a conventional strut.
【図11】本発明の適用される構造物の一例を示す側面
図である。FIG. 11 is a side view showing an example of a structure to which the present invention is applied.
【図12】図11のG−G矢視図である。FIG. 12 is a view taken along the line GG in FIG.
【図13】本発明の適用される構造物の別の例を示す側
面図である。FIG. 13 is a side view showing another example of a structure to which the present invention is applied.
1 支柱(ベント) 2 鋼管 3 サドル鋼材 4 フランジ 5 載荷梁 6 PC鋼棒 7 張力伝達梁 8 油圧ジャッキ 9 テンションロッド 10 横つなぎ材 11 ラム 12 台座コンクリート 13 載荷フレーム 14 上載構造物 21 上載荷量 22 載荷前の支柱 23 載荷後の支柱 24 軸圧縮力 31 橋台 32 橋脚 33 支柱基礎 34 仮設道路 35 仮支柱 36 支保工桁 37 橋体 41 後施工部分 42 張出架設装置 43 張出橋体 44 水面 1 prop (vent) 2 steel pipe 3 saddle steel 4 flange 5 loading beams 6 PC steel rod 7 Tension transmission beam 8 hydraulic jack 9 Tension rod 10 Horizontal ties 11 Ram 12 pedestal concrete 13 loading frame 14 Mounted structure 21 Loaded amount 22 Support before loading 23 Posts after loading 24 Axial compression force 31 abutment 32 piers 33 pillar foundation 34 Temporary road 35 Temporary columns 36 support girder 37 Bridge 41 Post-construction part 42 Overhanging equipment 43 Overhang bridge 44 Water surface
Claims (3)
構築方法において、載荷全重量に相当する軸圧縮力を支
柱に予め付与しておき、構造物の構築工程の進行に伴
い、段階的に支柱に付与された前記軸圧縮力を解放する
ことを特徴とする支柱を用いた構造物の構築方法。1. A method of constructing a structure which is constructed while temporarily supporting it with a support column, wherein an axial compressive force corresponding to the total weight of the load is applied to the support column in advance, and a stepwise process is carried out as the structure construction process progresses. A method for constructing a structure using a pillar, wherein the axial compression force applied to the pillar is released.
て、載荷全重量に相当する軸圧縮力を付与する機構とし
て前記支柱の両端間を結合する多数のPC鋼材及び該P
C鋼材に軸圧縮力を導入したり解放したりするジャッキ
装置を備えたことを特徴とする支柱構造。2. A support for temporarily supporting a structure being constructed, and a mechanism for applying an axial compressive force corresponding to the total weight of the load.
And a large number of PC steel materials for connecting between both ends of the pillar and the P
Jack for introducing and releasing axial compression force on C steel
A strut structure characterized by having a device .
されていることを特徴とする請求項2記載の支柱構造。3. The strut structure according to claim 2, wherein the strut is composed of one or a plurality of steel pipes.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP05584099A JP3417865B2 (en) | 1999-03-03 | 1999-03-03 | Method of constructing structure using strut and strut structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP05584099A JP3417865B2 (en) | 1999-03-03 | 1999-03-03 | Method of constructing structure using strut and strut structure |
Publications (2)
Publication Number | Publication Date |
---|---|
JP2000248511A JP2000248511A (en) | 2000-09-12 |
JP3417865B2 true JP3417865B2 (en) | 2003-06-16 |
Family
ID=13010211
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Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP05584099A Expired - Lifetime JP3417865B2 (en) | 1999-03-03 | 1999-03-03 | Method of constructing structure using strut and strut structure |
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JP (1) | JP3417865B2 (en) |
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---|---|---|---|---|
CN102733314B (en) * | 2012-07-21 | 2014-06-25 | 中铁十八局集团轨道交通工程有限公司 | Walking mechanism for moving hanging basket by front clamp type jack and construction method of walking mechanism |
CN105803950B (en) * | 2016-05-23 | 2017-08-04 | 中交第一公路工程局有限公司 | A kind of reaction frame for steel wire rope prestressed anchor cable stretching |
-
1999
- 1999-03-03 JP JP05584099A patent/JP3417865B2/en not_active Expired - Lifetime
Also Published As
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JP2000248511A (en) | 2000-09-12 |
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