JPH1135275A - Reinforcing work of running beam - Google Patents
Reinforcing work of running beamInfo
- Publication number
- JPH1135275A JPH1135275A JP21021997A JP21021997A JPH1135275A JP H1135275 A JPH1135275 A JP H1135275A JP 21021997 A JP21021997 A JP 21021997A JP 21021997 A JP21021997 A JP 21021997A JP H1135275 A JPH1135275 A JP H1135275A
- Authority
- JP
- Japan
- Prior art keywords
- reinforcing member
- bolt
- flange
- reinforcing
- traveling 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.)
- Granted
Links
Landscapes
- Leg Units, Guards, And Driving Tracks Of Cranes (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、天井クレーンの走
行桁の補強工法に関する。The present invention relates to a method for reinforcing a traveling girder of an overhead crane.
【０００２】[0002]
【従来の技術】天井走行クレーンの吊り能力の増強によ
り、走行桁の支持する荷重が増加することに伴って走行
桁を強化する必要性が生じた場合、 （１）既設の走行桁を取り外し、新たに強度の高い走行
桁を新設する。 （２）走行桁の上フランジ、又は下フランジに鋼製のカ
バープレートやＴ型部材を溶接にて取付け、既設の走行
桁を活用して走行桁の断面性能を向上させる。 （３）走行桁下部に中間柱を追加設置し、走行桁に発生
する応力・変形を低減する。 等の方法がこれまでにとられている。2. Description of the Related Art When the lifting capacity of an overhead traveling crane increases the load supported by the traveling girder and the necessity of strengthening the traveling girder arises, (1) removing the existing traveling girder, A new high-strength running girder will be installed. (2) A steel cover plate or T-shaped member is attached to the upper or lower flange of the traveling girder by welding, and the cross-sectional performance of the traveling girder is improved by utilizing the existing traveling girder. (3) An intermediate column is additionally installed below the traveling girder to reduce stress and deformation generated in the traveling girder. And so on.
【０００３】[0003]
【発明が解決しようとする課題】しかし、上述した
（１）の方法は走行桁を全て新しくすることから、既設
走行桁以外の主要構造物も取り外す必要があり、工期と
コストが嵩むという問題点がある。更に、（２）の方法
は走行桁の下フランジに取り付ける場合には上向き溶接
となるため、現場溶接の品質確認から工期が長くなり、
また多くの溶接の熟練技術者を必要とするという問題点
がある。上向き溶接を避けるとなると、走行桁を一旦取
り外す必要がある。また、これまでに慎重に施工したも
のの中でも溶接止端部から疲労亀裂の発生するものがあ
り、その都度補修する必要があるという問題点がある。
（３）の方法は走行桁下の既設設備を撤去する必要があ
り、工事費が嵩むという問題点がある。又、既設設備が
重要設備であり撤去や移設不可能という場合について
は、この補強工法は適用できない。本発明は、上述した
従来の走行桁の補強工法の問題点を解決し、工期が短
く、低コストで、省力化を可能とし、更に構造性能（耐
疲労強度）に優れ、メンテナンス性を良好とする補強工
法を提供することを課題とする。However, in the above-mentioned method (1), since the running girder is entirely new, it is necessary to remove a main structure other than the existing running girder, which increases the construction period and cost. There is. Furthermore, in the case of the method (2), when mounting to the lower flange of the traveling girder, the welding is performed upward, so that the construction period becomes longer from the quality check of the on-site welding,
In addition, there is a problem that many skilled technicians of welding are required. In order to avoid upward welding, it is necessary to temporarily remove the traveling girder. In addition, there has been a problem that even among those which have been carefully constructed so far, fatigue cracks are generated from the weld toe, and it is necessary to repair each time.
The method (3) requires removal of the existing equipment under the traveling girder, and has a problem that the construction cost increases. In addition, when existing facilities are important facilities and cannot be removed or relocated, this reinforcement method cannot be applied. The present invention solves the above-described problems of the conventional running girder reinforcement method, shortens the construction period, reduces cost, enables labor saving, and further excels in structural performance (fatigue strength) and good maintainability. It is an object of the present invention to provide a reinforcing method.
【０００４】[0004]
【課題を解決するための手段】本発明は、上述した課題
を解決するためになされたものであり、その手段１は、
天井走行クレーン既設の走行桁を補強部材で補強する工
法において、該補強部材のフランジ部と前記走行桁のフ
ランジ部を長手方向に当接し、前記走行桁のフランジと
補強部材のフランジを高力ボルトにて締め付けて接合す
るに際し、前記走行桁のフランジと前記補強部材のフラ
ンジとの接合面に発生する剪断力を天井走行クレーンの
荷重を基にして求め、その求めた剪断力に応じて前記高
力ボルトの径と長手方向のボルトピッチを求め、この求
めたボルト径とボルトピッチで接合する走行桁の補強工
法である。なお、ここで、天井走行クレーンの荷重はク
レーンの自重を含む。更に、手段２は走行桁と補強部材
の高力ボルトを挿入するボルト孔に面取り加工を施すこ
とにより疲労強度を向上したものである。手段３は補強
部材をＨ型鋼又はＴ型鋼とするものである。前記既設の
走行桁と補強部材とを接合する高力ボルトは一般に建設
現場で使用されているものを使用すればよい。高力ボル
トで鋼材を接合する場合においては、従来、接合部にか
かる荷重に関係なく、鋼材にボルト穴を空けた鋼材断面
部分の強度がその他の部分（ボルト穴が位置する上部、
下部の鋼材断面部分）と同等の強度になるように、該強
度に相当する摩擦を鋼材相互間で得ることが出来るピッ
チにして、ボルト・ナットで鋼材を締め付ける、所謂全
強度設計をしていた為、ピッチが狭くなって、工事期間
が長くなるものであった。このため本発明者等は既設の
走行桁と補強部材とを接合するための補強工事期間を出
来る限り短縮して生産障害を最小にするため種々実験検
討した。この結果、接合部にかかる荷重に応じて接合部
の強度を設計すればボルト径を小さくするか又はボルト
ピッチを広くすることが可能になることを知見した。つ
まり、走行桁には「クレ−ン自重と吊り荷の最大荷重の
和」の荷重がかかり、この荷重により走行桁に下向きの
荷重が加わり、これにより、該走行桁が下向きに撓み、
接合部の走行桁下面には伸力が働き、補強部材の上面に
は縮力が働くことから、走行桁と補強部材の接合部には
剪断力が発生（図３のようにクレ−ンを走行させた時に
上記接合面の各点に発生する最大剪断力値を結んで求め
る）する。この剪断力値に耐えて、前記接合部が擦れな
いような摩擦力が接合部に働くように走行桁と補強部材
の締力を得ることが出来るボルト径、又は、ボルトピッ
チに設計すれば、従来の全強度設計に比してボルト径を
小さくするか、又は、ボルトピッチを広くすることが可
能となる。さらに、走行桁及び補強部材へボルト孔を明
けた場合、ボルト孔周辺にはバリ等が必ず残る。これに
対し通常は、板厚表面より突出している部分のみ除去を
行っている。大半の建設物では特に問題となることはな
いが、繰り返し荷重の作用する走行桁のような建設物で
は、残ったバリ等を中心に応力集中が起こり、ひいては
ボルト孔からの疲労亀裂を発生させる欠陥となる。その
ため、面取り加工を行って、ボルト孔周辺の欠陥を完全
に除去して応力集中を緩和させることにより、疲労強度
の向上が図られる。Means for Solving the Problems The present invention has been made to solve the above-mentioned problems, and the means 1 comprises:
In a method of reinforcing an existing traveling girder with an overhead traveling crane with a reinforcement member, a flange portion of the reinforcement member and a flange portion of the traveling girder are abutted in a longitudinal direction, and a flange of the traveling girder and a flange of the reinforcement member are bolted with a high-strength bolt. When joining by tightening at the, the shear force generated at the joint surface between the flange of the traveling girder and the flange of the reinforcing member is determined based on the load of the overhead traveling crane, and the height is determined in accordance with the determined shear force. This is a method for reinforcing a running girder to be joined with the bolt diameter and the bolt pitch obtained by determining the diameter of the force bolt and the bolt pitch in the longitudinal direction. Here, the load of the overhead traveling crane includes the own weight of the crane. Further, the means 2 improves fatigue strength by chamfering a bolt hole for inserting a high-strength bolt of a traveling girder and a reinforcing member. Means 3 is that the reinforcing member is H-shaped steel or T-shaped steel. As the high-strength bolt for joining the existing traveling girder and the reinforcing member, a bolt generally used at a construction site may be used. When joining steel with high-strength bolts, conventionally, regardless of the load applied to the joint, the strength of the steel cross-section where a bolt hole is made in the steel is increased in other parts (upper part where the bolt hole is located,
(The lower part of the steel material), so-called full strength design, in which the steel material is tightened with bolts and nuts at such a pitch that a friction corresponding to the strength can be obtained between the steel materials. Therefore, the pitch became narrow and the construction period became long. For this reason, the present inventors have conducted various experiments and studies to shorten the reinforcement work period for joining the existing traveling girder and the reinforcing member as much as possible and to minimize the production obstacle. As a result, it has been found that if the strength of the joint is designed according to the load applied to the joint, the bolt diameter can be reduced or the bolt pitch can be increased. That is, a load of "the sum of the crane's own weight and the maximum load of the suspended load" is applied to the traveling girder, and a downward load is applied to the traveling girder by this load, whereby the traveling girder bends downward,
An extension force acts on the lower surface of the traveling girder at the joint, and a compressive force acts on the upper surface of the reinforcing member. Therefore, a shear force is generated at the joint between the traveling girder and the reinforcing member (as shown in FIG. 3). The maximum shearing force value generated at each point of the above-mentioned joint surface when running is determined by connecting the values. Withstand this shear force value, if the bolt diameter that can obtain the tightening force of the traveling girder and the reinforcing member so that the frictional force such that the joint does not rub on the joint, or if designed to a bolt pitch, It is possible to reduce the bolt diameter or widen the bolt pitch as compared with the conventional full strength design. Further, when a bolt hole is formed in the traveling girder and the reinforcing member, burrs and the like always remain around the bolt hole. On the other hand, usually, only the portion protruding from the plate thickness surface is removed. This is not a problem for most constructions, but for constructions such as traveling girders that are subject to repeated loads, stress concentration occurs mainly at the remaining burrs, etc., which in turn causes fatigue cracks from bolt holes. It becomes a defect. Therefore, the fatigue strength is improved by performing chamfering to completely remove the defect around the bolt hole and thereby alleviate the stress concentration.
【０００５】[0005]
【発明の実施の形態】以下、本発明について図面を参照
しながら詳細に説明する。図１において、本発明の走行
桁の補強工法の例を示す。図１において、天井走行クレ
ーンの走行桁１の下フランジ部２とＨ型鋼等の補強部材
３の上フランジ部４を長手方向に当接し、走行桁１の下
フランジ部２と補強部材３の上フランジ部４を高力ボル
ト５にて接合するに際し、まず、クレーン自重と吊り荷
の最大荷重の和から、図３に示すように、クレーンが走
行桁上の任意の位置間隔（１ｍ程度間隔）にあるときの
剪断力を求め、更に、この剪断力最大値を結んで図４に
示す）最大剪断力分布を求める。そして、この図４中、
例えば、Ｘの範囲を端部とし、Ｙの範囲を中央部として
設計する場合において、端部Ｘの範囲の最大剪断力値Ｑ
1 と中央部Ｙの範囲の最大剪断力値Ｑ2 を求め、この最
大剪断力値Ｑ1 、Ｑ2 を下記式に別々に代入して、高力
ボルト径（高力ボルト許容剪断力ＲS ）とボルトピッチ
ｐの関係を端部Ｘ、中央部Ｙの各々で求める。 ボルトピッチｐ＝２ＲS ・Ｉ ／Ｑ・Ｓ2 但し、 ＲS ：高力ボルト許容剪断力 Ｉ ：補強後の断面に関する断面二次モーメント Ｓ2 ：中立軸に関する補強部材の断面一次モーメント Ｑ ：発生剪断力 ここで補強後の断面に関する断面二次モーメントＩ、中
立軸に関する補強部材の断面一次モーメントＳ2 は、補
強部材断面が決まれば求まる定数であり、また、高力ボ
ルト許容剪断力ＲS は高力ボルト径により定まる値であ
る。そして、高力ボルト径（高力ボルト許容剪断力
ＲS ）とボルトピッチｐの関係から高力ボルト径とボル
トピッチｐを端部Ｘ、中央部Ｙ別に決定する。尚、ボル
ト径は大きい径のものを採用すればする程ボルト本数を
減らすことができるので、取付費は安価となるが、高力
ボルトの材料費が高くなるので、最終的には高力ボルト
の材料費と取付費との見合い、又は工期にとれる時間等
で決定すればよい。また、上記例では走行桁１を両端部
Ｘと中央部Ｙの３区分にしたが、本発明はこれに限るも
のではなく５区分、７区分、９区分と区分数を多くして
もよい。更に、図２にボルト孔の断面図を示す。この図
２において、走行桁１と補強部材３に設けた高力ボルト
５を挿入するボルト孔６には面取り加工７を施すことに
より疲労強度の低下を防止することができる。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, the present invention will be described in detail with reference to the drawings. FIG. 1 shows an example of a method for reinforcing a running girder according to the present invention. In FIG. 1, a lower flange portion 2 of a traveling girder 1 of an overhead traveling crane and an upper flange portion 4 of a reinforcing member 3 such as an H-beam are abutted in a longitudinal direction, and the lower flange portion 2 of the traveling girder 1 and the upper When joining the flange portion 4 with the high-strength bolts 5, first, as shown in FIG. 3, the crane is moved to an arbitrary position interval (about 1 m interval) on the traveling girder from the sum of the crane's own weight and the maximum load of the suspended load. Is obtained, and the maximum value of the shearing force is connected to obtain the maximum shearing force distribution shown in FIG. 4). And in this FIG.
For example, in the case where the range of X is set as the end and the range of Y is set as the center, the maximum shear force Q in the range of the end X is set.
Seek 1 and the central portion maximum shear force value Q 2 in the range of Y, the maximum shear force value Q 1, Q 2 are separately substituted for the following equation, high strength bolt diameter (high-strength bolts permissible shear force R S ) And the bolt pitch p are determined for each of the end X and the center Y. Bolt pitch p = 2R S · I / Q · S 2 where, R S: high strength bolts allowable shear force I: second moment about the cross-section after the reinforcement S 2: cross-section one reinforcing member about a neutral axis moment Q: generating shear here sectional regarding moment of inertia of area I after reinforcement section first moment S 2 of the reinforcing member relative neutral axis is a constant determined once the reinforcing member section, also, high-strength bolts permissible shear force R S is This value is determined by the diameter of the high-strength bolt. Then, the high-strength bolt diameter and the bolt pitch p are determined for each end X and center Y from the relationship between the high-strength bolt diameter (high-strength bolt allowable shear force R S ) and the bolt pitch p. The larger the diameter of the bolt is, the smaller the number of bolts can be. The mounting cost is low, but the material cost of the high-strength bolt is high. It may be determined based on the balance between the material cost and the installation cost, or the time taken for the construction period. In the above example, the traveling girder 1 is divided into the three sections of the both ends X and the central section Y. However, the present invention is not limited to this, and the number of sections may be increased to five, seven, and nine. FIG. 2 is a sectional view of a bolt hole. In FIG. 2, a reduction in fatigue strength can be prevented by performing a chamfering process 7 on a bolt hole 6 for inserting a high-strength bolt 5 provided in the traveling girder 1 and the reinforcing member 3.
【０００６】[0006]
【実施例】本発明の実施例を表１〜表３を参照して説明
する。本願発明例は４本の支柱で支持したプレ−ト組立
Ｈ型走行桁１上を走行可能に設けた天井走行クレ−ンで
あって、その走行桁１をＨ型鋼補強部材３で補強した場
合の例である。この天井走行クレ−ンは許容吊荷重４５
トンで、この時の総荷重３００トンのものを許容吊荷重
１１０トンに格上げすることにより、総荷重が６００ト
ンになるものである。そして、第１の支柱から第２の支
柱までの走行桁１（第１スパ−ン）が１５ｍ、第２の支
柱から第３の支柱までの走行桁１（第２スパ−ン）が２
０ｍ、第３の支柱から第４の支柱までの走行桁１（第３
スパ−ン）が３０ｍであり、その走行桁１及び補強部材
３の寸法を表２に示す。尚、表２の数値は図５のａ×ｂ
×ｃ×ｄ×ｅを表す。更に、表３に前記表２の寸法の走
行桁１を補強部材３で補強した場合に於ける補強後の走
行桁１と補強部材３の合計断面に関する断面二次モ−メ
ントＩと、補強部材３の中立軸（補強部材３の長手方
向）に関する断面一次モ−メントＳ2 を示す。表１の実
施例は走行桁１と補強部材３の接合面（補強部材３の長
手方向）に図４に示すように端部と中央部に区分し、そ
の区分に応じて求めた剪断力、高力ボルト径、ボルトピ
ッチであり、下記比較例より較してボルトピッチを広く
することが可能となる。また、この表１の比較例は前記
全強設計方式による高力ボルト径、ボルトピッチを示
す。DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiments of the present invention will be described with reference to Tables 1 to 3. The example of the present invention is an overhead traveling crane provided so as to be able to travel on a plate-assembled H-shaped traveling girder 1 supported by four pillars, in which the traveling girder 1 is reinforced with an H-shaped steel reinforcing member 3. This is an example. This overhead traveling crane has an allowable suspension load of 45
The total load becomes 600 tons by upgrading the one with a total load of 300 tons at this time to an allowable hanging load of 110 tons. The traveling girder 1 (first spur) from the first column to the second column is 15 m, and the traveling girder 1 (second spur) from the second column to the third column is 2 m.
0m, running girder 1 from the third support to the fourth support (third support
Table 2 shows the dimensions of the running girder 1 and the reinforcing member 3. The values in Table 2 are a × b in FIG.
× c × d × e. Further, in Table 3, when the traveling girder 1 having the dimensions shown in Table 2 above is reinforced by the reinforcing member 3, the secondary moment I of the cross section of the total cross section of the traveling girder 1 and the reinforcing member 3 after reinforcement, and the reinforcing member 3 of the neutral axis section one regarding primary mode (longitudinal direction of the reinforcing member 3) - shows the instrument S 2. In the embodiment of Table 1, the joining surface (longitudinal direction of the reinforcing member 3) of the traveling girder 1 and the reinforcing member 3 is divided into an end portion and a center portion as shown in FIG. It is a high strength bolt diameter and a bolt pitch, and it is possible to increase the bolt pitch as compared with the following comparative example. Further, the comparative examples in Table 1 show the high-strength bolt diameter and the bolt pitch according to the full strength design method.
【０００７】[0007]
【表１】 [Table 1]
【０００８】[0008]
【表２】 [Table 2]
【０００９】[0009]
【表３】 [Table 3]
【００１０】[0010]
【発明の効果】本発明によれば、補強部材を既設走行桁
下に高力ボルトにて取り付けるので、従来のような溶接
作業が不要となり、溶接熟練工を必要とせず、普通作業
者によって施工できるため、施工容易化、工期短縮、低
コスト、省力化を図ることができる。また、工事期間の
途中でも作業を中断して操業することができるため、工
場生産の停止期間を大幅に短縮できるといった、生産損
失の防止に寄与する面も大きい。接合部の品質について
も、作業者による接合部強度のばらつきや強度不足が無
くなり、一定の接合部強度を確保することができる。According to the present invention, since the reinforcing member is mounted under the existing traveling girder with a high-strength bolt, the conventional welding work is not required, and the welding work can be performed by ordinary workers without requiring any skilled welding work. Therefore, it is possible to facilitate the construction, shorten the construction period, reduce the cost, and save labor. In addition, since the operation can be interrupted even during the construction period, the period during which factory production is stopped can be significantly shortened, which greatly contributes to prevention of production loss. Regarding the quality of the joint, the variation in joint strength and the lack of strength by the operator are eliminated, and a constant joint strength can be secured.
【図１】本発明により補強した走行桁の実施例の断面図
である。FIG. 1 is a sectional view of an embodiment of a traveling girder reinforced according to the present invention.
【図２】本発明によるボルト孔部の面取りを施した状態
を示す断面図である。FIG. 2 is a cross-sectional view showing a state in which a bolt hole is chamfered according to the present invention.
【図３】クレーンの最大剪断力分布図である。FIG. 3 is a maximum shear force distribution diagram of the crane.
【図４】クレーンが走行桁上の任意の位置にあるときの
剪断力図である。FIG. 4 is a shear force diagram when the crane is at an arbitrary position on a traveling girder.
【図５】補強部材の断面図である。FIG. 5 is a sectional view of a reinforcing member.
１…走行桁 ２…下フランジ部 ３…補強部材 ４…上フランジ部 ５…高力ボルト ６…ボルト孔 ７…面取り加工 ８…長手方向ボルトピッチ DESCRIPTION OF SYMBOLS 1 ... Running girder 2 ... Lower flange part 3 ... Reinforcement member 4 ... Upper flange part 5 ... High strength bolt 6 ... Bolt hole 7 ... Chamfering 8 ... Longitudinal bolt pitch
Claims (3)
材で補強する工法において、該補強部材のフランジ部と
前記走行桁のフランジ部を長手方向に当接し、前記走行
桁のフランジと補強部材のフランジを高力ボルトにて締
め付けて接合するに際し、前記走行桁のフランジと前記
補強部材のフランジとの接合面に発生する剪断力を天井
走行クレーンの荷重を基にして求め、その求めた剪断力
に応じて前記高力ボルトの径と長手方向のボルトピッチ
を求め、この求めたボルト径とボルトピッチで締め付け
て接合することを特徴とする走行桁の補強工法。In a method of reinforcing an existing traveling girder with an overhead traveling crane with a reinforcing member, a flange portion of the reinforcing member and a flange portion of the traveling girder abut in a longitudinal direction, and a flange of the traveling girder and a reinforcing member are provided. When the flanges are fastened with high-strength bolts and joined, the shearing force generated at the joint surface between the flange of the traveling girder and the flange of the reinforcing member is obtained based on the load of the overhead traveling crane, and the obtained shearing force is obtained. A method of reinforcing a traveling girder, wherein the diameter of the high-strength bolt and the bolt pitch in the longitudinal direction are determined according to the above, and the joint is tightened by the determined bolt diameter and bolt pitch.
るボルト孔に面取り加工を施したことを特徴とする請求
項１記載の走行桁の補強工法。2. A method for reinforcing a traveling girder according to claim 1, wherein a chamfering process is performed on a bolt hole for inserting the high-strength bolt of the traveling girder and the reinforcing member.
を特徴とする請求項１又は２記載の走行桁の補強工法。3. The method of reinforcing a traveling girder according to claim 1, wherein the reinforcing member is an H-shaped steel or a T-shaped steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP21021997A JP4005671B2 (en) | 1997-07-22 | 1997-07-22 | Reinforcement method for traveling girders |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP21021997A JP4005671B2 (en) | 1997-07-22 | 1997-07-22 | Reinforcement method for traveling girders |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH1135275A true JPH1135275A (en) | 1999-02-09 |
| JP4005671B2 JP4005671B2 (en) | 2007-11-07 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP21021997A Expired - Fee Related JP4005671B2 (en) | 1997-07-22 | 1997-07-22 | Reinforcement method for traveling girders |
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| Country | Link |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011057079A (en) * | 2009-09-10 | 2011-03-24 | Railway Technical Res Inst | Method and device for mounting reinforcing material for reducing bending of rigid electric train line |
| JP2020111416A (en) * | 2019-01-09 | 2020-07-27 | 日本製鉄株式会社 | Steel member reinforcement structure and reinforcement method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109570911A (en) * | 2017-09-29 | 2019-04-05 | 中国二十冶集团有限公司 | Crane girder reinforcement means |
-
1997
- 1997-07-22 JP JP21021997A patent/JP4005671B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011057079A (en) * | 2009-09-10 | 2011-03-24 | Railway Technical Res Inst | Method and device for mounting reinforcing material for reducing bending of rigid electric train line |
| JP2020111416A (en) * | 2019-01-09 | 2020-07-27 | 日本製鉄株式会社 | Steel member reinforcement structure and reinforcement method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP4005671B2 (en) | 2007-11-07 |
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