JPH02282551A - Prefabricated synthetic girder and support structure for synthetic girder - Google Patents
Prefabricated synthetic girder and support structure for synthetic girderInfo
- Publication number
- JPH02282551A JPH02282551A JP10228689A JP10228689A JPH02282551A JP H02282551 A JPH02282551 A JP H02282551A JP 10228689 A JP10228689 A JP 10228689A JP 10228689 A JP10228689 A JP 10228689A JP H02282551 A JPH02282551 A JP H02282551A
- Authority
- JP
- Japan
- Prior art keywords
- girder
- steel
- steel girder
- grooves
- projections
- 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
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 239000002131 composite material Substances 0.000 claims description 47
- 230000000694 effects Effects 0.000 abstract description 7
- 230000037431 insertion Effects 0.000 abstract description 6
- 238000003780 insertion Methods 0.000 abstract description 6
- 238000006073 displacement reaction Methods 0.000 abstract description 5
- 230000003068 static effect Effects 0.000 description 4
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000036316 preload Effects 0.000 description 1
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
この発明は、鋼桁とプレハブコンクリートパネルよりな
るプレハブ合成桁と、そのプレハブ合成桁の支持構造に
関するものである。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a prefabricated composite girder made of a steel girder and a prefabricated concrete panel, and a support structure for the prefabricated composite girder.
従来、建物や道路、立体駐車場などの建造物の床構造に
、鋼桁とコンクリートパネルを組合せたプレハブ合成桁
が使用されている。このような合成桁には、載荷荷重に
対する十分な支持強度と共に、性質の違う鋼桁とコンク
リートパネルを強固に結合しておくための固定構造が要
求される。Conventionally, prefabricated composite girders, which are a combination of steel girders and concrete panels, have been used for the floor structures of buildings, roads, multi-story parking lots, and other structures. Such composite girders require sufficient support strength to withstand the applied load, as well as a fixing structure to firmly connect the steel girders and concrete panels, which have different properties.
ところが、従来のプレハブ合成桁は、鋼桁の上面にジベ
ルを設け、次にコンクリートパネルヲ打設して結合する
構造であるため、工事に長い時間がかかる欠点があった
。However, conventional prefabricated composite girders have a structure in which dowels are installed on the top of the steel girder, and then concrete panels are poured and joined together, which has the disadvantage that construction takes a long time.
このような欠点を解決したものとして、特公昭５３−２
６０８号公報で提案されたプレハブ合成桁がある。この
合成桁は、鋼桁の上部フランジに多数のジベルを設けて
おき、そのジベルの両側に対向して設けたプレハブコン
クリートパネルの間に目地コンクリートを充填して、そ
の目地コンクリートとジベルによりパネルと鋼桁を一体
に結合する構造のものである。As a solution to these shortcomings, the
There is a prefabricated composite girder proposed in Publication No. 608. This composite girder has a large number of dowels installed on the upper flange of the steel girder, and joint concrete is filled between the prefabricated concrete panels set opposite to each other on both sides of the dowels, and the joint concrete and dowels are used to separate the panels. It has a structure in which steel girders are joined together.
しかしながら、上記の提案構造においては、合成桁を現
地工事で形成する場合、パネル間に充填した目地コンク
リートに養生期間が必要になるために、工事に多くの手
間と時間が必要となり、作業効率が悪いという欠点があ
る。また、目地コンクリートにより鋼桁とパネルを一体
に結合しているため、桁の解体作業や部分的な取り換え
作業が難しく、手間がかかるという欠点がある。However, in the above proposed structure, when the composite girder is formed by on-site construction, the joint concrete filled between the panels requires a curing period, which requires a lot of effort and time, and reduces work efficiency. It has the disadvantage of being bad. Furthermore, since the steel girders and panels are integrally joined using concrete joints, there is a drawback that dismantling the girders or partially replacing them is difficult and time-consuming.
一方、単純梁に載荷荷重をかけると、変形する梁の上面
には圧縮応力が、下面には引張り応力が発生するため、
合成桁においては、圧縮に強いコンクリートパネルを上
側に、引張りに強い鋼桁を下側に配置して剛性の高い梁
構造をとっている。On the other hand, when a load is applied to a simple beam, compressive stress is generated on the top surface of the deforming beam and tensile stress is generated on the bottom surface.
The composite girder has a highly rigid beam structure with concrete panels that are resistant to compression placed on the top and steel girders that are resistant to tension placed on the bottom.
しかしながら、合成桁が静止荷重を受けて下向きにわん
曲した状態で、その上にさらに変動荷重が加わった場合
、合成桁が大きくたわんで鋼桁とコンクリートパネルと
の間に位置ずれが生し、両者の結合が外れやすくなると
いう欠点があった。特に、道路や立体駐車場等の床構造
には、静止荷重と共に、車等の往来により変動荷重が加
わるために、それらに使用される合成桁には、変動荷重
に対して十分な強度をもつ構造が要求される。However, if the composite girder is bent downward under a static load and a fluctuating load is applied on top of it, the composite girder will bend significantly and misalignment will occur between the steel girder and the concrete panel. This has the disadvantage that the bond between the two tends to come off easily. In particular, floor structures such as roads and multi-storey parking lots are subject to not only static loads but also fluctuating loads due to the traffic of vehicles, etc., so the composite girders used in these structures must have sufficient strength to withstand fluctuating loads. Structure is required.
（発明の目的〕
この発明は、上述した従来構造の欠点の解決を図ったも
ので、その第１の目的は、ジベルや目地コンクリート等
を使用せずに鋼桁とバ名ルとを短時間に強固に結合でき
、しかも解体や部分的な取り換えも容易に行なえるプレ
ハブ合成桁を提供することである。(Purpose of the Invention) This invention aims to solve the above-mentioned drawbacks of the conventional structure, and its first purpose is to quickly connect steel girders and barbells without using dowels or concrete joints. To provide a prefabricated composite girder which can be firmly connected to the main body and which can be easily dismantled and partially replaced.
また、第２の目的は、静止荷重と共に加わる変動荷重に
対して十分な支持強度を有するプレハフ合成桁の支持構
造を提供することである。A second object is to provide a support structure for a pre-huffed composite girder that has sufficient support strength against a static load as well as a fluctuating load.
この発明は、上記の第１の目的を達成するため、鋼桁の
上面とコンクリートパネルとの接合面の一方に、鋼桁の
長さ方向に延びる断面逆Ｖ字状の溝を設け、他方にその
溝に係合する突起を設け、この溝と突起に沿って鋼桁と
コンクリートパネルの間に両者を締付ける締付はボルト
を設けた構成を採用したのである。In order to achieve the above-mentioned first object, this invention provides a groove with an inverted V-shaped cross section extending in the length direction of the steel girder on one side of the joint surface between the upper surface of the steel girder and the concrete panel, and on the other side. A projection was provided that engaged with the groove, and bolts were installed between the steel girder and the concrete panel along the groove and projection to tighten the two.
なお、上記締付はボルトは、合成桁の支持端部の近傍部
だけに設けるようにしてもよい。In addition, the bolts for the above-mentioned tightening may be provided only in the vicinity of the support end of the composite girder.
また、第２の目的を達成するため、上記構成のプレハブ
合成桁の両端部を支柱間で支持した支持構造において、
鋼桁の下面中央部を支持手段により押し上げ、合成桁を
その中央部が上向きにわん曲した状態で支持する構造を
採用する。In addition, in order to achieve the second objective, in a support structure in which both ends of the prefabricated composite girder having the above configuration are supported between columns,
A structure is adopted in which the central part of the lower surface of the steel girder is pushed up by the support means, and the composite girder is supported with the central part curved upward.
第１図に示すように、逆■字形の溝ａと突起すとを係合
し、その状態で両者間に垂直方向の締付は力Ｆを加える
と、溝ａと突起すの接合面には、くさび効果により締付
は力Ｆを数倍に倍力した大きさの圧着力Ｆｃが生じる。As shown in Fig. 1, when the inverted ■-shaped groove a and the protrusion are engaged and a force F is applied in the vertical direction between them in this state, the joining surface of the groove a and the protrusion is applied. In this case, due to the wedge effect, a compressive force Fc which is several times stronger than the tightening force F is generated.
この圧着力Ｆｃは、例えば、■形の角度αが・４０度の
場合、締付は力Ｆに対して約３倍、３０度の場合は約４
倍の大きさになる。This pressing force Fc is, for example, when the angle α of the ■ shape is 40 degrees, the tightening force is about 3 times the force F, and when it is 30 degrees, it is about 4 times the tightening force F.
It becomes twice the size.
このように溝ａと突起すとの接合面に圧着力ＦＣが加わ
ることにより、その接合面には大きな摩擦力が生し、接
合面間における溝ａの長さ方向に生じる位置ずれが防止
される。また、上記の長さ方向に対して直角方向におけ
る位置ずれは、溝ａと突起すが係合することにより止め
られる。By applying the pressure force FC to the joint surface between the groove a and the protrusion in this way, a large frictional force is generated on the joint surface, and the positional shift that occurs in the length direction of the groove a between the joint surfaces is prevented. Ru. Moreover, the displacement in the direction perpendicular to the length direction is stopped by the engagement of the groove a with the protrusion.
一方、この発明の合成桁の支持構造においては、合成桁
を予め上向きにたわませた状態で支持しておき、大きな
変動荷重が加わった場合、合成桁が下向きに変形して、
鋼桁とコンクリートパネルに適量の圧縮と引張りが生じ
るように設定する。これにより、合成桁は、変動荷重が
加わった場合でも位置ずれや浮上りが生じない範囲内で
変形が維持されることになり、載荷荷重に対して変形量
に余裕を持つことになる。On the other hand, in the composite girder support structure of the present invention, the composite girder is supported in an upwardly deflected state, and when a large fluctuating load is applied, the composite girder deforms downward.
Set the steel girders and concrete panels so that appropriate amounts of compression and tension occur. As a result, even when a fluctuating load is applied to the composite girder, the deformation is maintained within a range that does not cause displacement or lifting, and the amount of deformation has a margin for the applied load.
以下、この発明の実施例を添付図面に基づいて説明する
。Embodiments of the present invention will be described below with reference to the accompanying drawings.
第２図乃至第４図に示す実施例において、１は■型鋼で
なる周知の鋼桁であり、その上部フランジ１ａの上面に
、鋼桁１の長さ方向に延びる断面逆Ｖ字状の突起２．２
が設けられている。この突起２．２は、互いに平行に配
置され、鋼桁１の長さ方向全長にわたって一体に形成さ
れている。In the embodiment shown in FIGS. 2 to 4, reference numeral 1 is a well-known steel girder made of ■-shaped steel, and a projection having an inverted V-shaped cross section extending in the length direction of the steel girder 1 is formed on the upper surface of the upper flange 1a. 2.2
is provided. The projections 2.2 are arranged parallel to each other and are integrally formed over the entire length of the steel girder 1.
また、各突起２．２の両側には、その突起２に沿って締
付はボルト６が挿通する複数のボルト挿通孔３が形成さ
れている。Further, on both sides of each projection 2.2, a plurality of bolt insertion holes 3 are formed along the projection 2, into which bolts 6 are inserted.
一方、４はプレハブコンクリートパネルであり、このパ
ネル４は、鋼桁１の上部フランジ１ａの両側に向き合せ
て載せられる。このパネル４．４の側縁近傍の下面には
、鋼桁１の突起２．２に対応して、その突起２．２と係
合する逆Ｖ字状の満５が形成されている。また、溝５．
５の両側には、鋼桁１のボルト挿通孔３に対応して、締
付はボルト６をねじ込むためのナツト７が埋め込まれて
いる。On the other hand, 4 is a prefabricated concrete panel, and this panel 4 is mounted on both sides of the upper flange 1a of the steel girder 1 facing each other. On the lower surface near the side edge of this panel 4.4, an inverted V-shaped groove 5 is formed to correspond to the projection 2.2 of the steel girder 1 and engage with the projection 2.2. Also, groove 5.
Nuts 7 for tightening bolts 6 are embedded in both sides of the steel girder 1 in correspondence with the bolt insertion holes 3 of the steel girder 1.
上記構造で成るプレハブ合成桁は、第２図に示すように
、鋼桁１の上部フランジ１ａの両側に、溝５と突起２を
係合させてコンクリートパネル４．４をｉＬ￥ｔし、鋼
桁１の挿通孔３から挿通した締付はボルト６をナツト７
にねじ込んで、パネル４と鋼桁１を締め付けて形成する
。この締付はボルト６の締め付けにより、溝５と突起２
との接合面には、作用の項で述べたようにくさび効果に
より大きな圧着力が生じ、このため、接合面に作用する
摩擦力により水平方向の位置ずれが防止され、鋼桁１と
パネル４間の安定した結合状態が得られる。As shown in Fig. 2, the prefabricated composite girder having the above structure is constructed by attaching concrete panels 4.4 to both sides of the upper flange 1a of the steel girder 1 by engaging the grooves 5 and the protrusions 2. To tighten the bolt 6 inserted through the insertion hole 3 of the girder 1, tighten the bolt 6 with the nut 7.
The panel 4 and the steel girder 1 are tightened and formed. This tightening is done by tightening the bolt 6 between the groove 5 and the protrusion 2.
As mentioned in the section on action, a large pressure force is generated on the joint surface between the steel girder 1 and the panel 4 due to the wedge effect, and the frictional force acting on the joint surface prevents horizontal positional displacement. A stable bonding state between the two is obtained.
第５図は、他の実施例を示しており、この構造では、鋼
桁１０の上面の中央に逆ｖ字状の突起１１を設けである
。また、パネル１２．１２の側面に、互いに重なり合っ
てパネル１２と同一の厚さとなる張出部１３．１４が設
けてあり、その一方の張出部１３の上下面には、それぞ
れ鋼桁１０の長さ方向に延びる逆Ｖ字状の突起１５と溝
１６が形成され、他方の張出部１４の下面には、逆Ｖ字
状の溝１７が形成されている。FIG. 5 shows another embodiment, in which an inverted V-shaped protrusion 11 is provided at the center of the upper surface of the steel girder 10. Further, on the side surfaces of the panels 12.12, overhanging portions 13.14 are provided which overlap each other and have the same thickness as the panel 12, and on the upper and lower surfaces of one of the overhanging portions 13, a steel girder 10 is provided, respectively. An inverted V-shaped protrusion 15 and a groove 16 are formed extending in the length direction, and an inverted V-shaped groove 17 is formed on the lower surface of the other projecting portion 14 .
さらに、パネル１２の一方と鋼桁１０の上部フランジ１
０ａには、各突起と溝に沿って複数のボルト挿通孔１９
．２０が形成されている。Additionally, one of the panels 12 and the upper flange 1 of the steel girder 10
0a has a plurality of bolt insertion holes 19 along each protrusion and groove.
．． 20 is formed.
上記の構造では、鋼桁１０の上部フランジ１０ａの上に
パネル１２．１２の張出部１３．１４を、各突起１１．
１５と谷溝１６．１７をそれぞれ係合させて重ね合せ、
挿通孔１９．２０に取付けた締付はボルト１８とナツト
２１によりパネル１２と鋼桁１０を締付けて固定する。In the above structure, the overhang 13.14 of the panel 12.12 is placed on the upper flange 10a of the steel girder 10, and each protrusion 11.
15 and the valley grooves 16 and 17 are respectively engaged and overlapped,
The bolts 18 and nuts 21 installed in the insertion holes 19 and 20 are used to tighten and fix the panel 12 and the steel girder 10.
一方、第６図は、合成桁の支持構造の実施例を示したも
のである。この支持構造は、第２図で述べたプレハブ合
成桁Ａの鋼桁１の両側部を支柱２２．２２間で支持し、
その鋼桁１の下面の中央部を支保工２３で押し上げて、
合成桁Ａの中央部を上向きにわん曲させた状態で支持し
ている。On the other hand, FIG. 6 shows an example of a support structure for a composite girder. This support structure supports both sides of the steel girder 1 of the prefabricated composite girder A described in FIG. 2 between the columns 22 and 22,
Push up the center part of the lower surface of the steel girder 1 with the support 23,
The central part of the composite girder A is supported in an upwardly curved state.
合成桁Ａのわん曲の大きさは、静止荷重と共に変動荷重
が加わったときに、合成桁Ａが下向きにたわんで、コン
クリートパネル４と鋼桁１に生じる引張りと圧縮応力が
適切な範囲内に入るように設定されている。The magnitude of the curvature of the composite girder A is such that when a static load and a fluctuating load are applied, the composite girder A bends downward and the tensile and compressive stresses generated in the concrete panel 4 and the steel girder 1 are within an appropriate range. It is set to enter.
ところで、第６図に示す支持構造において、合成桁Ａの
締付はポル１６０間隔は、支柱２２の支持端部の近傍で
小さく、中央部で大きくなっている。これは、二重構造
の合成桁Ａをわん曲させた場合、鋼桁１に対するパネル
４の変位量は、中央部では小さく、支持端部で最も大き
くなるため、変位量の大きな支持端部のパネル４と鋼桁
１を動かないように確実に固定しておけば、指全体とし
て両者の位置ずれを防止することができる理由に基づい
ている。By the way, in the support structure shown in FIG. 6, the interval between the poles 160 for tightening the composite girder A is small near the support end of the support column 22, and large at the center. This is because when the double structure composite girder A is bent, the amount of displacement of the panel 4 with respect to the steel girder 1 is small at the center and largest at the supporting end. This is based on the reason that if the panel 4 and the steel girder 1 are securely fixed so that they do not move, the finger as a whole can be prevented from shifting.
このため、載荷荷重に対する合成桁の変形量が、許容値
より比較的小さい範囲内に抑えられるのであれば、合成
桁の両端部のみを締付はボルトにより固定し、中央部の
締付はボルトを省略することもできる。この場合、締付
はボルトの分布に対応して、パネル４と鋼桁１における
突起２と溝５も、合成桁Ａの支持端部の近傍部だけに設
けるようにしてもよい。Therefore, if the amount of deformation of the composite girder due to the applied load can be suppressed within a relatively smaller range than the allowable value, only both ends of the composite girder should be tightened with bolts, and the center part should be tightened with bolts. can also be omitted. In this case, the projections 2 and grooves 5 on the panel 4 and the steel girder 1 may be tightened only in the vicinity of the support end of the composite girder A, depending on the distribution of the bolts.
なお、上記の実施例では、突起を鋼桁に、溝をパネルに
設けた構造を示したが、この配置は逆であってもよい。In addition, although the above-mentioned example showed the structure in which the protrusion was provided in the steel girder and the groove was provided in the panel, this arrangement may be reversed.
また、突起と溝は、実施例のように鋼桁の長さ方向に連
続している必要はなく、その長さ方向に沿って非連続状
態で設けられていてもよい。Further, the protrusions and grooves do not need to be continuous in the length direction of the steel girder as in the embodiment, but may be discontinuously provided along the length direction.
さらに、突起や溝は、鋼桁又はパネルに一体に形成する
必要はなく、例えば突起や溝を形成した保合部材を着脱
自在に装着する構造であってもよい。Furthermore, the protrusions and grooves do not need to be integrally formed on the steel girder or panel; for example, a structure may be employed in which a retaining member in which the protrusions and grooves are formed is removably attached.
〔発明の効果］
以上説明したように、この発明の合成桁は、鋼桁とパネ
ルの間に互いに係合する溝と突起を設け、その溝と突起
の間でくさび効果を生じさせて、接合面に大きな圧着力
を生じさせるようにしたので、鋼桁とパネルとの位置ず
れを効果的に防止することができる。したがって、ジベ
ルや目地コンクリートを用いる必要がなくなり、コンク
リートの養生が不要になるので、作業能率を大きく向上
できる効果がある。また、締付はボルトによりパネルと
鋼桁を機械的に結合するので、桁の解体や部分的な取り
換えも簡単に行なえる利点がある。[Effects of the Invention] As explained above, the composite girder of the present invention provides grooves and protrusions that engage with each other between the steel girder and the panel, creates a wedge effect between the grooves and protrusions, and improves the joint. Since a large pressure bonding force is generated on the surface, misalignment between the steel girder and the panel can be effectively prevented. Therefore, there is no need to use dowels or joint concrete, and there is no need for concrete curing, which has the effect of greatly improving work efficiency. Additionally, since the panel and steel girder are mechanically connected using bolts, the girder can be easily disassembled or partially replaced.
また、この発明の合成桁の支持構造によれば、合成桁に
荷重方向とは逆方向の予圧を加えることにより、変動荷
重が加わった場合でも合成桁を剛性の高い状態におくこ
とができ、道路や立体駐車場等の床構造に最適な支持構
造を従供することができる。Furthermore, according to the composite girder support structure of the present invention, by applying preload to the composite girder in the direction opposite to the load direction, the composite girder can be kept in a highly rigid state even when a fluctuating load is applied. It is possible to provide an optimal support structure for floor structures such as roads and multi-story parking lots.
第１図はこの発明の作用を示す模式図、第２図はプレハ
ブ合成桁の実施例を示す継断正面図、第３図は同上の鋼
桁を示す斜視図、第４図は同上のコンクリートパネルを
示す斜視図、第゛５図は他の実施例を示す縦断正面図、
第６図は合成桁の支持構造の実施例を示す側面図である
。
１．１０・・・・・・鋼桁、 ２．１１．１５・・・・
・・突起、４．１２・・・・・・コンクリートパネル、
５．１６．１７・・・・・・溝、
６．１８・・・・・・締付はボルト、
７．２１・・・・・・ナツト、２２・・・・・・支柱、
２３・・・・・・支保工、 Ａ・・・・・・プレハブ
合成桁。Fig. 1 is a schematic diagram showing the operation of the present invention, Fig. 2 is a joint cross-sectional front view showing an example of a prefabricated composite girder, Fig. 3 is a perspective view showing the same steel girder, and Fig. 4 is a concrete A perspective view showing the panel, FIG. 5 is a longitudinal sectional front view showing another embodiment,
FIG. 6 is a side view showing an embodiment of the support structure of the composite girder. 1.10... Steel girder, 2.11.15...
・・・Protrusion, 4.12・・・Concrete panel,
5.16.17... Groove, 6.18... Tighten bolt, 7.21... Nut, 22... Support column,
23...Shoring, A...Prefabricated composite girder.
Claims (3)
して支持するプレハブ合成桁において、上記鋼桁の上面
とコンクリートパネルとの接合面の一方に、鋼桁の長さ
方向に延びる断面逆Ｖ字状の溝を設け、他方にその溝に
係合する突起を設け、この溝と突起に沿って鋼桁とコン
クリートパネルの間に両者を締付ける締付けボルトを設
けたことを特徴とするプレハブ合成桁。(1) In a prefabricated composite girder that connects and supports prefabricated concrete panels on the top surface of a steel girder, one of the joint surfaces between the top surface of the steel girder and the concrete panel has an inverted V-shaped cross section extending in the length direction of the steel girder. A prefabricated composite girder characterized by having a shaped groove, a protrusion that engages with the groove on the other side, and tightening bolts that tighten the steel girder and concrete panel between the steel girder and the concrete panel along the groove and the protrusion.
設けられていることを特徴とする請求項（１）記載のプ
レハブ合成桁。(2) The prefabricated composite girder according to claim (1), wherein the tightening bolts are provided only in the vicinity of the support end of the composite girder.
支柱間で支持したプレハブ合成桁の支持構造において、
鋼桁の下面中央部を支持手段により押し上げ、合成桁を
その中央部が上向きにわん曲した状態で支持することを
特徴とするプレハブ合成桁の支持構造。(3) A support structure for a prefabricated composite girder in which both ends of the prefabricated composite girder according to claim 1 or 2 are supported between columns,
A support structure for a prefabricated composite girder, characterized in that the central part of the lower surface of the steel girder is pushed up by a support means, and the composite girder is supported with the central part curved upward.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10228689A JPH0749693B2 (en) | 1989-04-22 | 1989-04-22 | Prefabricated composite girder and composite girder support structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10228689A JPH0749693B2 (en) | 1989-04-22 | 1989-04-22 | Prefabricated composite girder and composite girder support structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH02282551A true JPH02282551A (en) | 1990-11-20 |
| JPH0749693B2 JPH0749693B2 (en) | 1995-05-31 |
Family
ID=14323369
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10228689A Expired - Lifetime JPH0749693B2 (en) | 1989-04-22 | 1989-04-22 | Prefabricated composite girder and composite girder support structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0749693B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008063805A (en) * | 2006-09-07 | 2008-03-21 | Takenaka Komuten Co Ltd | Connection structure of full precast concrete slab |
| CN109057151A (en) * | 2018-08-31 | 2018-12-21 | 广东工业大学 | Splice type assembled steel-concrete composite beam |
-
1989
- 1989-04-22 JP JP10228689A patent/JPH0749693B2/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008063805A (en) * | 2006-09-07 | 2008-03-21 | Takenaka Komuten Co Ltd | Connection structure of full precast concrete slab |
| CN109057151A (en) * | 2018-08-31 | 2018-12-21 | 广东工业大学 | Splice type assembled steel-concrete composite beam |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0749693B2 (en) | 1995-05-31 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US6250041B1 (en) | Hold down bracket | |
| US6931804B2 (en) | Prefabricated shearwall having improved structural characteristics | |
| KR20210103837A (en) | Resistance to earthquake reinforcement method for DIY reinforcement of multi-household house piloti column | |
| KR101001905B1 (en) | Steel plate girder bridge construction method with fixing its ends | |
| JPH02282551A (en) | Prefabricated synthetic girder and support structure for synthetic girder | |
| JPH01223247A (en) | Joint structure between steel-concrete composed board and steel girder | |
| JPH112031A (en) | Earthquake resisting reinforcement method against bending of existing large beam | |
| JP3828641B2 (en) | Column and beam connection structure | |
| JP2977367B2 (en) | Precast concrete block foundation for modular buildings | |
| JP2686372B2 (en) | Unit house | |
| JP3742703B2 (en) | Reinforcement structure for bolt-shaped fixtures and building and structure reinforcement structures using the same | |
| JPH0673203U (en) | Beam-column joint structure | |
| JP3160145B2 (en) | Anchor structure using perforated steel plate | |
| JP4656460B2 (en) | Building reinforcement structure | |
| KR102546964B1 (en) | Bridge cantilever construction method | |
| CN215926286U (en) | Crossbeam framework and spliced supporting platform | |
| JP2564732B2 (en) | Precast concrete block foundation for unit building | |
| SU1760036A1 (en) | Butt joint of wall panel | |
| JPH0439867Y2 (en) | ||
| JPH0726566A (en) | Pedestal of steel encased reinforced concrete | |
| JPH10121634A (en) | Floor or rood supporting method | |
| JP2024503042A (en) | panelized serrated beam assembly | |
| JPS5938801Y2 (en) | Three-dimensional truss joint hardware | |
| JP2750014B2 (en) | Pillar structure | |
| JP2023002219A (en) | Bonding structure |