JP2002121822A - Joint structure of steel concrete composite truss and erection method of steel concrete composite truss - Google Patents
Joint structure of steel concrete composite truss and erection method of steel concrete composite trussInfo
- Publication number
- JP2002121822A JP2002121822A JP2000314992A JP2000314992A JP2002121822A JP 2002121822 A JP2002121822 A JP 2002121822A JP 2000314992 A JP2000314992 A JP 2000314992A JP 2000314992 A JP2000314992 A JP 2000314992A JP 2002121822 A JP2002121822 A JP 2002121822A
- Authority
- JP
- Japan
- Prior art keywords
- steel
- concrete composite
- truss
- diagonal
- concrete
- 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.)
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- Rod-Shaped Construction Members (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、コンクリート上下
弦材と鋼斜材とから成る鋼コンクリート複合トラスの接
合部構造及び鋼コンクリート複合トラスの架設方法に関
する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a joint structure of a steel concrete composite truss composed of concrete upper and lower chord members and steel diagonal members, and a method of erection of a steel concrete composite truss.
【０００２】[0002]
【従来の技術】コンクリート製上下弦材（例えばコンク
リートスラブ）を互いに連結する部分（ウエブなど）を
鋼材を用いて結合して形成した鋼コンクリート複合桁
は、軽量で強度の大きい鋼材を上下弦材の連結に用いる
ので経済性に富み、すぐれた構造物となる。このような
鋼コンクリート複合構造物としては、ウエブを波形鋼板
その他の鋼材で連結する複合構造の他、長大な橋梁等で
はコンクリート上下床版を鋼管斜材で連結する鋼コンク
リート複合トラスの方が波形ウエブより経済的な構造で
あると考えられている。2. Description of the Related Art A steel-concrete composite girder formed by connecting concrete upper and lower chords (for example, concrete slabs) to each other (webs or the like) by using steel is made of a lightweight and high-strength steel. It is economical and has an excellent structure. As such a steel-concrete composite structure, in addition to a composite structure in which the web is connected with corrugated steel plates or other steel materials, a steel-concrete composite truss in which the concrete upper and lower slabs are connected with steel pipe diagonal for long bridges, etc. It is considered to be more economical than the web.
【０００３】このような鋼コンクリート複合トラス構造
物においては、コンクリート部材と鋼部材との接合部で
力を円滑に伝達するとともに、大きな局部的応力の発生
を抑え、構造上の弱点とならないようにしなければなら
ない。鋼コンクリート複合トラス構造物では鋼製の斜材
のそれぞれを直接コンクリートの上床版又は下床版と接
合する構造を採用するのが望ましい。例えば、図１０に
示す従前の接合構造は、斜材である鋼部材１０１の端部
に、この部材の軸線とほぼ直角に鋼板１０２を溶接し、
この鋼板から複数のスタッドジベル１０３を立設する。
そして、このスタッドジベル１０３を埋込むようにコン
クリートを打設して鋼部材１０１と一体に接合されたコ
ンクリート部材１０４を形成するものである。また、図
１１に示す接合構造は、図１０に示す例と同様に鋼部材
１１１の端部に鋼板１１２を溶接接合し、この鋼板１１
２に穿設されたねじ孔にＰＣ鋼棒又は棒鋼等の棒状鋼材
１１３を螺合する。そして、このＰＣ鋼棒又は棒鋼をコ
ンクリート内に埋込むことによってコンクリート部材１
１４と鋼部材１１１とを一体化するものである。In such a steel-concrete composite truss structure, a force is smoothly transmitted at a joint portion between a concrete member and a steel member, and at the same time, generation of a large local stress is suppressed so as not to be a structural weak point. There must be. In the steel-concrete composite truss structure, it is desirable to adopt a structure in which each of the steel diagonal members is directly joined to the upper slab or the lower slab of concrete. For example, in the conventional joining structure shown in FIG. 10, a steel plate 102 is welded to an end of a steel member 101, which is a diagonal member, substantially perpendicularly to an axis of the member.
A plurality of stud dowels 103 are erected from this steel plate.
Then, concrete is cast so as to embed the stud dowel 103 to form a concrete member 104 integrally joined with the steel member 101. Further, in the joining structure shown in FIG. 11, a steel plate 112 is welded to the end of a steel member 111 in the same manner as in the example shown in FIG.
A bar-shaped steel material 113 such as a PC steel rod or a steel bar is screwed into the screw hole formed in Step 2. By embedding this PC steel bar or steel bar in concrete, concrete member 1
14 and the steel member 111 are integrated.
【０００４】図１０に示すような構造では、鋼部材１０
１に作用する力は、端部の鋼板１０２及びこれに溶接接
合されたスタッドジベル１０３を介してコンクリート部
材１０４に伝達される。このため、鋼部材１０１と鋼板
１０２との溶接部及び鋼板１０２とスタッドジベル１０
３との溶接部は十分な強度及び信頼性が要求され、溶接
工程の管理及び検査を厳重に行なう必要がある。また、
溶接接合されるスタッドジベル１０３には高強度の鋼材
を用いることが難しく、必要なスタッドジベルの数が多
くなって配置が困難となる場合が生じる。さらに、鋼コ
ンクリート複合トラス橋等ではコンクリート部材と鋼部
材との接合部に繰り返し変動する力が作用することにな
り、鋼部材１０１と鋼板１０２との溶接接合部およびス
タッドジベル１０３の基部が疲労破壊を起こす問題があ
る。[0004] In a structure as shown in FIG.
1 is transmitted to the concrete member 104 via the steel plate 102 at the end and the stud dowel 103 welded thereto. Therefore, the welded portion between the steel member 101 and the steel plate 102 and the steel plate 102 and the stud dowel 10
The welded part 3 is required to have sufficient strength and reliability, and it is necessary to strictly control and inspect the welding process. Also,
It is difficult to use a high-strength steel material for the stud dowels 103 to be welded and joined, and in some cases, the number of necessary stud dowels increases, which makes the arrangement difficult. Furthermore, in a steel-concrete composite truss bridge or the like, a force that fluctuates repeatedly acts on the joint between the concrete member and the steel member, and the welded joint between the steel member 101 and the steel plate 102 and the base of the stud dowel 103 suffer fatigue fracture. There is a problem that causes.
【０００５】図１１に示すような構造では、棒状鋼材１
１３としてＰＣ鋼棒等の高強度鋼を用いることができ、
棒状鋼材１１３の本数を低減して接合部の構造を簡単な
ものにすることができるが、棒状鋼材１１３に螺条が設
けられており、コンクリート部材１１４と鋼部材１１１
との接合部に大きな軸力又は曲げモーメントが繰り返し
作用すると、螺条が設けられている部分で棒状鋼材１１
３に疲労破壊が生じるおそれがある。また、図１０に示
す構造と同様に、鋼部材１１１と鋼板１１２との溶接接
合部に疲労破壊が生じるおそれもある。[0005] In the structure as shown in FIG.
13, high-strength steel such as a PC steel rod can be used,
Although the number of the rod-shaped steel members 113 can be reduced to simplify the structure of the joint, the rod-shaped steel member 113 is provided with a thread, and the concrete member 114 and the steel member 111
When a large axial force or bending moment repeatedly acts on the joint portion with the steel, the bar-shaped steel material 11
3 may cause fatigue failure. Further, similarly to the structure shown in FIG. 10, there is a possibility that fatigue fracture may occur at the welded joint between the steel member 111 and the steel plate 112.
【０００６】これに対して図６に示すように、斜材１３
１の端部にジベル１３２を設け、上下弦部材１３４に突
出部１３５を形成してこの突出部１３５中に斜材１３１
の端部を埋め込む技術がある。この技術では、突出部１
３５が大きくなり好ましくない。図７に示す技術は、斜
材１４１の端部にガセットプレート１４３を取付け、こ
のガセットプレート１４３に多数のジベル１４５を設
け、このジベル１４５を上下弦材１４４中に埋め込む形
式である。この技術もまた図６と同様の問題がある。On the other hand, as shown in FIG.
1 is provided with a dovetail 132 at an end thereof, and a protrusion 135 is formed on the upper and lower chord members 134, and a diagonal member 131 is provided in the protrusion 135.
There is a technology to embed the end of In this technique, the protrusion 1
35 is undesirably large. The technique shown in FIG. 7 is of a type in which a gusset plate 143 is attached to an end of a diagonal member 141, a large number of dowels 145 are provided on the gusset plate 143, and the dovetails 145 are embedded in upper and lower chord members 144. This technique also has the same problem as FIG.
【０００７】さらに、改善された技術として図８に示す
ような技術が特開２０００−１７７３１に開示されてい
る。この技術は鋼管部材１５１の端部から鋼管部材１５
１の内部に棒状鋼材１５２の一部が差し入れられ、鋼管
部材１５１の棒状鋼材１５２が差し入れられた部分の内
面に突起が形成されており、この鋼管部材１５１の端部
付近の内側に、棒状鋼材１５２を包み込み、硬化して棒
状鋼材１５２及び鋼管部材１５１と付着する充填材が充
填され、鋼管部材１５１の端部が、コンクリートに突き
当てられるようにコンクリート部材１５４が形成され、
棒状鋼材１５２の鋼管部材１５１端から突き出した部分
がコンクリート部材１５４内に埋込まれているコンクリ
ート部材１５４と鋼管部材１５１との接合構造である。Further, as an improved technique, a technique as shown in FIG. 8 is disclosed in Japanese Patent Laid-Open No. 2000-17773. This technique uses the steel pipe member 151 from the end of the steel pipe member 151.
A part of the bar-shaped steel material 152 is inserted into the inside of the steel pipe member 151, and a projection is formed on the inner surface of the portion of the steel pipe member 151 where the bar-shaped steel material 152 is inserted. The concrete member 154 is formed so as to wrap and harden the metal material 152 and to be filled with the filler material that adheres to the bar-shaped steel material 152 and the steel pipe member 151, and the end of the steel pipe member 151 is abutted against concrete.
A portion of the bar-shaped steel member 152 protruding from the end of the steel pipe member 151 is a joint structure between the concrete member 154 embedded in the concrete member 154 and the steel pipe member 151.
【０００８】この技術は充填材１５３から棒状鋼材１５
２周面の広い範囲に分布して作用する付着力によって力
が伝達され、棒状鋼材１５２に応力の集中が生じること
がなく、耐疲労性が向上する。また、鋼管部材１５１の
内面に設けられた複数の突起により鋼管部材１５１と充
填材１５３との間の付着性は強固なものとなる。一方、
充填材１５３と棒状鋼材１５２、充填材１５３と鋼管部
材１５１との付着性が損なわれた場合にも、棒状鋼材１
５２に係止された鋼板材１５５、鋼管部材１５１に溶接
接合された端部鋼板１５６によって、充填材１５３の固
結体と棒状鋼材１５２、又は充填材１５３の固結体と鋼
管部材１５１との間の相対変位が拘束され、鋼管部材１
５１に作用する引張力は確実に棒状鋼材１５２に伝達さ
れる。このため、接合部分は二重の安全性を有し、信頼
性及び耐久性に優れた構造となる。しかし、この技術は
構造が複雑で部品が多く、施工が困難であるという問題
がある。[0008] This technique is based on a method of removing a bar-shaped steel material 15 from a filler material 153.
The force is transmitted by the adhesive force distributed and acting on a wide area of the two peripheral surfaces, and no concentration of stress occurs in the bar-shaped steel material 152, and the fatigue resistance is improved. Moreover, the adhesion between the steel pipe member 151 and the filler 153 is enhanced by the plurality of protrusions provided on the inner surface of the steel pipe member 151. on the other hand,
Even if the adhesion between the filler 153 and the steel bar 152 and between the filler 153 and the steel pipe member 151 is impaired, the rod-shaped steel 1
By the steel plate member 155 locked to the 52 and the end steel plate 156 welded to the steel pipe member 151, the solidified body of the filler 153 and the bar-shaped steel member 152 or the solidified body of the filler 153 and the steel pipe member 151 are formed. The relative displacement between the steel pipe members 1 is restricted.
The tensile force acting on 51 is reliably transmitted to the bar-shaped steel material 152. For this reason, the joining portion has a double safety, and has a structure excellent in reliability and durability. However, this technique has a problem that the structure is complicated, there are many components, and the construction is difficult.
【０００９】また別の技術として特許第２９７１０４４
号公報には図９に示すように上弦材及び下弦材をプレス
トレストコンクリートで構成し、斜材を鋼材で構成した
トラス橋であって、隣接する斜材１６１、１６２の各端
部を自在継手１６３を介して連結し、この自在継手１６
３をコンクリート１６４中に埋設することによって、各
斜材１６１、１６２と上弦材又は下弦材とを連結するよ
うに構成したトラス橋が開示されている。この技術は隣
接する斜材１６１、１６２のなす角度を自在継手１６３
によって容易に調節することができ、この角度の調節を
行ってから、コンクリート１６４を打つことによって、
斜材１６１、１６２の端部と、上弦材又は下弦材１６５
とを連結することができる。また、上弦材及び下弦材に
対するプレストレス導入は、コンクリートの硬化後に行
う。As another technique, Japanese Patent No. 2971044 is disclosed.
FIG. 9 shows a truss bridge in which the upper chord and lower chord are made of prestressed concrete as shown in FIG. 9 and the diagonal is made of steel, and each end of the adjacent diagonal 161 and 162 is a universal joint 163. Through the universal joint 16
A truss bridge is disclosed in which each of the diagonal members 161 and 162 is connected to an upper chord member or a lower chord member by embedding the third chord 3 in concrete 164. In this technique, the angle between adjacent diagonal members 161 and 162 is
Can be easily adjusted by adjusting the angle, and then hitting concrete 164.
Ends of diagonal members 161 and 162 and upper or lower chord member 165
And can be connected. The prestress is introduced into the upper chord material and the lower chord material after the concrete is hardened.
【００１０】そして、例えば、張出し架設工法によって
施工する場合、所定の長さのブロックごとに橋桁を張り
出すように施工することになるが、隣接する斜材１６
１、１６２のなす角度を自在継手１６３によって容易に
調節することができるから、張り出し施工するブロック
の位置を常に目標に一致するように修正しながら施工す
ることができる。したがって、精度良く施工することが
できるとともに、コンクリートの施工管理も、通常の簡
単な施工管理ですむという利点がある。また、自在継手
１６３及び斜材１６１、１６２の端部がプレストレスト
コンクリートで圧縮された状態で固定されることになる
ので、斜材１６１、１６２と、上弦材又は下弦材１６５
とを強固に連結することができる。さらに、自在継手１
６３が斜材の端部とともに上弦材又は下弦材１６５に埋
設された状態になるだけであるから、これらの斜材１６
１、１６２と、上弦材又は下弦材１６５とを連結する格
点構造が大きくなることがない。しかも、斜材を鋼材で
構成していることから、重量の低減を図ることができ
る。さらに、上弦材及び下弦材をプレストレストコンク
リートで構成していること、施工管理が簡単なこと、及
び重量の低減を図ることができることから、コストの低
減を図ることができる。また、重量の低減は、耐震性を
向上させる上でも有利であると記載されている。[0010] For example, when the bridge girder is constructed by the overhanging erection method, the bridge girder is constructed so as to overhang the bridge girder for each block of a predetermined length.
Since the angle formed by the joints 1 and 162 can be easily adjusted by the universal joint 163, it is possible to perform the work while correcting the position of the block to be overhanged so as to always match the target. Therefore, there is an advantage that the construction can be performed with high accuracy and the construction management of the concrete can be performed by ordinary simple construction management. Further, since the ends of the universal joint 163 and the diagonal members 161 and 162 are fixed in a state compressed by prestressed concrete, the diagonal members 161 and 162 and the upper chord material or the lower chord material 165 are fixed.
And can be firmly connected. Furthermore, universal joint 1
63 is simply buried in the upper chord material or the lower chord material 165 together with the ends of the diagonal members.
The point structure connecting the first and second chord materials 1 and 162 to the upper chord material or the lower chord material 165 does not become large. Moreover, since the diagonal member is made of steel, the weight can be reduced. Further, since the upper chord material and the lower chord material are made of prestressed concrete, the construction management is simple, and the weight can be reduced, the cost can be reduced. Further, it is described that the reduction in weight is advantageous in improving the earthquake resistance.
【００１１】[0011]
【発明が解決しようとする課題】鋼コンクリート複合ト
ラス構造は、従来のコンクリート橋に比べて自重の軽減
やスパンの長大化が可能であることから、好ましい構造
である。この複合トラス構造においては、その接合部が
コンクリート床版と鋼斜材を一体化し、かつ断面力を十
分に伝達しなければならない構造上重要な部分である。
このようなことから、いままで数種類の格点構造が開発
されているが、現在のところ決定的なものが無い状態で
ある。The steel-concrete composite truss structure is a preferable structure because it can reduce its own weight and lengthen the span as compared with a conventional concrete bridge. In this composite truss structure, the joint is an important part in the structure in which the concrete slab and the steel diagonal are integrated and the sectional force must be sufficiently transmitted.
For this reason, several types of point structures have been developed so far, but at present there is no definitive one.
【００１２】上述の図７，図８，図９に示す鋼コンクリ
ート複合トラス用格点構造に関する技術は、従前の鋼コ
ンクリート複合トラス接合部を改善したもので、すぐれ
た特性を有し、疲労試験や耐荷力試験を行った結果、い
ずれも強度的には、実用上問題がないことが確認されて
いる（「鋼・コンクリート複合トラス接合部の疲労試
験」プレストレストコンクリート技術協会第８回シンポ
ジウム論文集：１９９８年１０月）。しかし、これらの
格点構造は外観が問題があるか又は構造が複雑で部品が
多く高価であるという問題がある。すなわち、 （１）図７に示す技術については、鋼板とスタッドとを
組み合わせる方式は、格点構造がすべて床版外に設置さ
れるため外観的によくないこと （２）図８に示す技術では、格点を構成する部品数が多
く、かつ施工に手間がかかること （３）図９に示す技術では、高価な金型を使用する鋳物
製であるため、斜材角度等が変るごとに新しい金型を製
作する必要があり、経済性に疑問があること等、それぞ
れ一長一短があり、決定的な構造となっていないのが現
状である。The technology related to the point structure for steel-concrete composite truss shown in FIGS. 7, 8 and 9 is an improvement on the conventional steel-concrete composite truss joint, has excellent characteristics, and has a fatigue test. And load-bearing tests have confirmed that there are no practical problems in terms of strength ("Fatigue test of steel-concrete composite truss joints" Pre-stressed Concrete Technology Association 8th Symposium Proceedings) : October 1998). However, these point structures have a problem in appearance or a complicated structure, many parts and expensive. That is, (1) With respect to the technology shown in FIG. 7, the method of combining steel plates and studs is not good in appearance because all the point structures are installed outside the floor slab. (2) In the technology shown in FIG. (3) In the technique shown in FIG. 9, since the technique shown in FIG. 9 is made of a casting using an expensive mold, a new material is required whenever the angle of the diagonal material changes. There are advantages and disadvantages, such as the necessity of manufacturing molds and the question of economics, and the present situation is that the structure is not definitive.
【００１３】本発明の格点構造は、構成部品の種類が少
なく、製作、施工が容易であり、今後、本格的に採用さ
れる鋼コンクリート複合トラス向けの合理的な格点構造
を提供することを目的とする。The point structure of the present invention provides a reasonable point structure for a steel-concrete composite truss, which has few types of components, is easy to manufacture and construct, and is to be adopted in the future. With the goal.
【００１４】また、本発明は長スパンの橋体として適切
な鋼コンクリート複合トラスを架設する場合に、本発明
のトラス接合部構造を有するトラスを、高能率で容易に
架設することができる架設方法を提供することを目的と
する。Further, the present invention provides a method for erection of a truss having a truss joint structure of the present invention with high efficiency and ease in erection of a steel concrete composite truss suitable as a long span bridge body. The purpose is to provide.
【００１５】[0015]
【課題を解決するための手段】本発明は、トラス本来の
考え方である、格点をピン構造とし、ガセットプレート
とスタッドジベルのみを使用した格点構造を提供する。
すなわち、本発明は、鋼コンクリート複合トラスにおい
て、斜材を角鋼管とし、引張側の斜材は両端にピン結合
部を備え、圧縮側の斜材は両端に上下弦材コンクリート
中に埋設される一対のスタッドジベルつきガセットプレ
ートを備え、このガセットプレートに前記ピン結合部に
挿入するピンの挿通孔を設けたことを特徴とする鋼コン
クリート複合トラスの接合部構造である。SUMMARY OF THE INVENTION The present invention provides a truss-based grading structure that uses a gusset plate and a stud dowel only.
That is, in the steel-concrete composite truss, in the steel-concrete composite truss, the diagonal member is a square steel pipe, the tension-side diagonal member has a pin connection portion at both ends, and the compression-side diagonal member is embedded in both ends of the upper and lower chord concrete. A joint structure of a steel-concrete composite truss comprising a pair of gusset plates with stud dowels, wherein the gusset plates are provided with insertion holes for pins to be inserted into the pin coupling portions.
【００１６】本発明方法は、上記本発明に係る鋼コンク
リート複合トラスの接合部構造を有するトラスを架設す
るに当たり、連設する斜材をピン結合し、結合した隣接
する斜材相互の中間部を仮連結材で連結して連接する斜
材を据え付け姿勢に組み立て、組み立てた斜材を既施工
トラスの先方に取り付けて順次張出し架設し、張出し架
設した部分に上下弦コンクリートを順次打設してトラス
を延長施工することを特徴とする鋼コンクリート複合ト
ラスの架設方法である。すなわち、斜材を既設斜材から
先方に２〜３本ピン結合して張出し、各斜材の中間部を
伸縮可能な結合材で連結して据付姿勢に保持し、順次コ
ンクリートを打設してトラスを延長する。このことによ
って、本発明の鋼コンクリート複合トラスの接合部構造
を有する鋼コンクリート複合トラスの架設を円滑に行う
ことができる。In the method of the present invention, when the truss having the joint structure of the steel-concrete composite truss according to the present invention is erected, the connecting diagonal members are connected by pins, and an intermediate portion between the connected diagonal members is connected. Assemble the connecting diagonal members with the temporary connecting members in the installation position, attach the assembled diagonal members to the end of the existing truss, sequentially build and overhang, and place the upper and lower chord concrete in the overhanging part sequentially and truss This is a method of erection of a steel-concrete composite truss, characterized by extending the length of the truss. That is, two or three pins are connected to the diagonal material from the existing diagonal material to extend forward, and the intermediate parts of the diagonal materials are connected to each other with a stretchable coupling material and held in the installation position. Extend the truss. Thereby, the steel-concrete composite truss having the joint structure of the steel-concrete composite truss of the present invention can be smoothly installed.
【００１７】なお、短スパンの複合トラスではオフライ
ンで橋体全体を製造し、従来の架設を行うことがもちろ
んできる。In the case of a short-span composite truss, the entire bridge can be manufactured off-line and conventional erection can be performed.
【００１８】本発明の鋼コンクリート複合トラスの接合
部構造及び鋼コンクリート複合トラスの架設方法の特徴
は次のとおりである。The features of the joint structure of the steel-concrete composite truss and the method of erection of the steel-concrete composite truss of the present invention are as follows.
【００１９】（ａ）引張り側の斜材（角型鋼管）は、所
定の長さに切断し、ピンを通す孔を明けそのまわりを補
強プレートを付けるだけの簡単な構造であり、製作が簡
単である。(A) The diagonal member (square steel pipe) on the tension side has a simple structure in which it is cut into a predetermined length, a hole for passing a pin is formed, and a reinforcing plate is attached around the hole. It is.
【００２０】（ｂ）圧縮側の斜材（引張側と同様に角型
鋼管を使用）は端部にスタッドジベルを溶植した鋼板を
両側に工場溶接で取り付けるだけで製作が完了する構造
であり、引張側と同様に製作が容易な構造としている。(B) The diagonal member on the compression side (square steel pipe is used in the same manner as the tension side) has a structure in which the production is completed only by attaching a steel plate in which a stud dowel is implanted to both ends by factory welding. As with the tension side, the structure is easy to manufacture.
【００２１】（ｃ）現場での組立ては、圧縮側の２枚の
ガセットプレートに引張側の鋼管を差し込んでピンを差
し込むだけであり、至って簡単に接合が可能な構造とな
っている。(C) The on-site assembly is as simple as inserting the steel pipe on the tension side into the two gusset plates on the compression side and inserting the pins into the two gusset plates on the compression side.
【００２２】（ｄ）各斜材からの軸力はガセットプレー
トに溶植した（溶接により植えるように取付けた）スタ
ッドジベルにより、床版コンクリートに伝達されるが、
本構造ではスタッドの部分は完全に床版コンクリートの
厚さ内に納まっているため、力の伝達もスムーズであ
り、従来のものと同等の強度が確保される構造となって
いる。(D) The axial force from each of the diagonal members is transmitted to the floor slab concrete by a stud dowel (planted by welding) that has been planted on the gusset plate.
In this structure, the stud part is completely contained within the thickness of the concrete floor, so that the transmission of force is smooth and the structure is as strong as the conventional one.
【００２３】（ｅ）格点を構成している部品としては、
ピン、ガセットプレート、スタッドジベルの３種類であ
るため、製作が簡単のみならず施工コストも安価で、か
つ現場施工が簡単であるので時間的にも工程の短縮に寄
与できる画期的な、格点構造であると言える。(E) The components that make up the rating are:
Three types of pins, gusset plates and stud dowels are not only easy to manufacture, but also low in construction cost. It can be said that it is a point structure.
【００２４】[0024]
【発明の実施の形態】以下図面を参照して本発明の実施
の形態を説明する。Embodiments of the present invention will be described below with reference to the drawings.
【００２５】図３は鋼コンクリート複合トラスを模式的
に示す側面図、図４はその正面図である。上弦材１０、
下弦材２０は例えばプレストレストコンクリート上床
版、下床版であり、これを連結する斜材３０、３１、４
１（斜材３１は圧縮側の斜材、斜材４１は引張り側の斜
材を示す）は鋼材例えば角鋼管である。このような鋼コ
ンクリート複合トラスの上下弦材１０、２０と斜材３
０、３１、４１との接合部は格点４３である。従来、こ
の格点４３の構造は図６〜図１１に示すようにジベル、
鋼棒、特殊金物などであったが、本発明では図１、図２
に示すようにピン結合を用いる。FIG. 3 is a side view schematically showing a steel concrete composite truss, and FIG. 4 is a front view thereof. Upper chord material 10,
The lower chord material 20 is, for example, a prestressed concrete upper slab or a lower slab, and the diagonal members 30, 31, 4,
1 (a diagonal member 31 indicates a diagonal member on the compression side, and a diagonal member 41 indicates a diagonal member on the tension side) is a steel material, for example, a square steel pipe. Upper and lower chord members 10 and 20 and diagonal member 3 of such a steel-concrete composite truss
The junction with 0, 31, 41 is grade 43. Conventionally, the structure of the case 43 is a dowel, as shown in FIGS.
Steel bars, special hardware, etc. were used in the present invention.
A pin connection is used as shown in FIG.
【００２６】図１は本発明の実施例の格点構造を示すも
ので、下弦材２０との結合部を示している。下弦材２０
を上弦材１０としても同様の構造である。図２は斜材３
１の正面図である。角鋼管からなる圧縮側の斜材３１の
端部にはガセットプレート３２が取り付けられ、このガ
セットプレート３２には多数のスタッドジベル３３が溶
植されており、下弦材２０のコンクリート中に埋設され
ガセットプレートと下弦材２０は一体化されている。そ
して引張側の斜材４１との結合部にピン孔３４が設けら
れている。ピン４２を挿入するピン孔３４の部分は補強
板３６で補強されている。孔３５は検査用の孔である。FIG. 1 shows a point structure according to an embodiment of the present invention, and shows a joint portion with a lower chord material 20. Lower chord material 20
Has the same structure as the upper chord material 10. Figure 2 shows the diagonal 3
1 is a front view of FIG. A gusset plate 32 is attached to an end of the compression-side diagonal member 31 made of a square steel pipe. A large number of stud dowels 33 are implanted in the gusset plate 32 and are embedded in the concrete of the lower chord material 20 to be gusseted. The plate and the lower chord material 20 are integrated. Further, a pin hole 34 is provided at a joint portion with the diagonal member 41 on the tension side. The portion of the pin hole 34 into which the pin 42 is inserted is reinforced by a reinforcing plate 36. The hole 35 is a hole for inspection.
【００２７】引張側の斜材４１は先端部にピン４２を挿
入するピン孔を備えており、上記圧縮側のピン孔３４と
一致させてピン４２を挿入して斜材３１、４１を結合す
る。The diagonal member 41 on the tension side has a pin hole for inserting a pin 42 at the tip, and the pin 42 is inserted in alignment with the pin hole 34 on the compression side to join the diagonal members 31 and 41 together. .
【００２８】次に図５を参照して本発明の鋼コンクリー
ト複合トラスの架設方法について説明する。上弦材１
０、下弦材２０、斜材３１、４１を組立てた既施工鋼コ
ンクリート複合トラス上に張出作業装置６０がその先端
を前方に張出して固定されている。張出作業装置６０は
上記梁６１から上下弦材（上下床版）１０、２０を形成
するための型枠受台６２、足場６３を吊下している。張
出作業装置６０は通常のプレストレストコンクリート橋
体の現場打ち施工と同様の作業手順により、上下弦材
（上下床版）１０、２０を築造する。Next, a method for erection of the steel-concrete composite truss of the present invention will be described with reference to FIG. Upper chord 1
An overhanging work device 60 is fixed on an already-constructed steel-concrete composite truss in which the lower chord member 20, the lower chord member 20, and the diagonal members 31 and 41 are assembled by projecting the tip thereof forward. The overhanging operation device 60 suspends a form receiving stand 62 and a scaffold 63 for forming the upper and lower chord members (upper and lower floor slabs) 10 and 20 from the beam 61. The overhanging work device 60 builds the upper and lower chord members (upper and lower floor slabs) 10 and 20 by the same operation procedure as that of the ordinary on-site construction of a prestressed concrete bridge.
【００２９】本発明の接合部構造を有する鋼コンクリー
ト複合トラスの施工では、上下弦材（上下床版）１０、
２０の施工に先立ち、連接する斜材３１、４１を前方に
張出して組み立てる。このため張出作業装置６０の上記
梁６１上に斜材を吊下げて先方に搬送するトラス建込用
トロリー６６を備えている。複数本の斜材３１、４１は
その結合部をピン結合し、かつトラス建込用治具５１、
５２で斜材を据付姿勢で組立て、この結合体をトラス建
込用トロリー６６で前方に搬送して既施工鋼コンクリー
ト複合トラスの先端に取付ける。トラス建込用治具５
１、５２はターンバックル方式などにより伸縮自在な構
造を有し、斜材同士の方向、高さなどの組立姿勢を調節
することができる。また斜材３１、４１には予めこのト
ラス建込用治具５１、５２を取付ける取付座を設けてあ
る。斜材３１、４１を張出した状態で順次上下弦材（上
下床版）１１、２１を施工する。In the construction of the steel-concrete composite truss having the joint structure of the present invention, upper and lower chord members (upper and lower floor slabs) 10,
Prior to the construction of 20, the connecting diagonal members 31, 41 are extended forward and assembled. For this purpose, a truss-building trolley 66 for suspending and transporting the diagonal material on the beam 61 of the overhanging operation device 60 is provided. The plurality of diagonal members 31 and 41 are pin-connected at their joints, and the truss-building jig 51
At 52, the diagonal members are assembled in the installation posture, and the combined body is transported forward by the truss-building trolley 66 and attached to the tip of the already-constructed steel-concrete composite truss. Truss mounting jig 5
Reference numerals 1 and 52 have a structure that can be expanded and contracted by a turnbuckle method or the like, and can adjust the assembly posture such as the direction and height of the diagonal members. The diagonal members 31 and 41 are provided with mounting seats for attaching the truss-building jigs 51 and 52 in advance. The upper and lower chord members (upper and lower floor slabs) 11, 21 are sequentially constructed with the diagonal members 31, 41 overhanging.
【００３０】以上を繰返して本発明の接合部構造を有す
る長スパンの鋼コンクリート複合トラスを容易に施工す
ることができる。By repeating the above, a long span steel-concrete composite truss having the joint structure of the present invention can be easily constructed.
【００３１】[0031]
【発明の効果】本発明によれば、鋼コンクリート複合ト
ラスにおいて、格点構造は、構成部品の種類が少なく、
製作、施工が容易であり、鋼コンクリート複合トラス向
けの合理的な格点構造である。According to the present invention, in the steel-concrete composite truss, the point structure has a small number of component parts,
It is easy to manufacture and construct, and is a reasonable graded structure for steel concrete composite truss.
【図１】本発明の実施例の格点構造を示す図である。FIG. 1 is a diagram showing a point structure according to an embodiment of the present invention.
【図２】図２は斜材の正面図である。FIG. 2 is a front view of a diagonal member.
【図３】鋼コンクリート複合トラスを模式的に示す側面
図である。FIG. 3 is a side view schematically showing a steel-concrete composite truss.
【図４】図３の正面図である。FIG. 4 is a front view of FIG. 3;
【図５】本発明方法の説明図である。FIG. 5 is an explanatory diagram of the method of the present invention.
【図６】従来技術の説明図である。FIG. 6 is an explanatory diagram of a conventional technique.
【図７】従来技術の説明図である。FIG. 7 is an explanatory diagram of a conventional technique.
【図８】従来技術の説明図である。FIG. 8 is an explanatory diagram of a conventional technique.
【図９】従来技術の説明図である。FIG. 9 is an explanatory diagram of a conventional technique.
【図１０】従来技術の説明図である。FIG. 10 is an explanatory diagram of a conventional technique.
【図１１】従来技術の説明図である。FIG. 11 is an explanatory diagram of a conventional technique.
１０ 上弦材 ２０ 下弦材 １１、２１ 上下弦材（上下床版） ３０、３１、４１ 斜材 ３２ ガセットプレート ３３ ジベル ３４ ピン孔 ３５ 孔 ３６ 補強板 ４２ ピン ４３ 格点 ５１、５２ トラス建込用治具 ６０ 張出作業装置 ６１ 梁 ６２ 型枠受台 ６３ 足場 ６６ トラス建込用トロリー DESCRIPTION OF SYMBOLS 10 Upper chord material 20 Lower chord material 11, 21 Upper and lower chord materials (upper and lower floor slabs) 30, 31, 41 Diagonal material 32 Gusset plate 33 Dowel 34 Pin hole 35 Hole 36 Reinforcement plate 42 Pin 43 Rating 51, 52 Fixing for truss construction Fixture 60 Overhanging work device 61 Beam 62 Formwork pedestal 63 Scaffolding 66 Truss building trolley
Claims (2)
材を角鋼管とし、引張側の斜材は両端にピン結合部を備
え、圧縮側の斜材は両端に上下弦材コンクリート中に埋
設される一対のスタッドジベルつきガセットプレートを
備え、該ガセットプレートに前記ピン結合部に挿入する
ピンの挿通孔を設けたことを特徴とする鋼コンクリート
複合トラスの接合部構造。1. A steel-concrete composite truss, in which a diagonal member is a square steel pipe, a diagonal member on a tension side is provided with a pin connecting portion on both ends, and a diagonal member on a compression side is embedded in upper and lower chord concrete at both ends. A gusset plate with stud dowels, wherein the gusset plate is provided with an insertion hole for a pin to be inserted into the pin connecting portion.
スの接合部構造を有するトラスの架設に当たり、連設す
る斜材をピン結合し、結合した隣接斜材相互の中間部を
仮連結材で連結して連接する斜材を据え付け姿勢に組み
立て、組み立てた斜材を既施工トラスの先方に取り付け
て順次張出し架設し、張出し架設した部分に上下弦コン
クリートを順次打設してトラスを延長施工することを特
徴とする鋼コンクリート複合トラスの架設方法。2. A truss having a joint structure of a steel-concrete composite truss according to claim 1, in which erected diagonal members are connected by pins, and an intermediate portion between adjacent diagonal members connected by a temporary connecting member. Assembling the connecting diagonal members in the installation position, attaching the assembled diagonal members to the end of the existing truss, sequentially extending and erection, and sequentially placing the upper and lower chord concrete on the overhanging part and extending the truss A method of erection of a steel-concrete composite truss, characterized by the following.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000314992A JP4572028B2 (en) | 2000-10-16 | 2000-10-16 | Steel-concrete composite truss joint structure and steel-concrete composite truss erection method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000314992A JP4572028B2 (en) | 2000-10-16 | 2000-10-16 | Steel-concrete composite truss joint structure and steel-concrete composite truss erection method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2002121822A true JP2002121822A (en) | 2002-04-26 |
| JP4572028B2 JP4572028B2 (en) | 2010-10-27 |
Family
ID=18794161
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000314992A Expired - Fee Related JP4572028B2 (en) | 2000-10-16 | 2000-10-16 | Steel-concrete composite truss joint structure and steel-concrete composite truss erection method |
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| Country | Link |
|---|---|
| JP (1) | JP4572028B2 (en) |
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| CN102839606A (en) * | 2012-04-26 | 2012-12-26 | 中国十七冶集团有限公司 | Method for pouring concrete in steel tube of steel truss-web box girder |
| CN106835950A (en) * | 2017-03-27 | 2017-06-13 | 中铁二院工程集团有限责任公司 | Concrete-filled steel tube arch arch rib truss H type web member all welded type coupling configurations |
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| CN113802451A (en) * | 2021-09-18 | 2021-12-17 | 中交第二公路勘察设计研究院有限公司 | Steel-concrete combined node structure and construction method |
| CN114482404A (en) * | 2022-03-21 | 2022-05-13 | 北京华清安地建筑设计有限公司 | Steel ladle low-strength concrete and steel pull rod combined roof truss structure |
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| CN102776829A (en) * | 2012-08-16 | 2012-11-14 | 安徽省交通规划设计研究院有限公司 | Steel pipe concrete combined truss bridge |
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Cited By (10)
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| KR100814246B1 (en) | 2007-02-27 | 2008-03-17 | 현대건설주식회사 | Composite girder having connection structure of inclined members in composite girder with steel truss web using embedded perfobond and such connection structure |
| KR101211691B1 (en) | 2011-03-07 | 2012-12-12 | 지에스건설 주식회사 | Hybrd-structure beam using gusset connection plate |
| CN102839606A (en) * | 2012-04-26 | 2012-12-26 | 中国十七冶集团有限公司 | Method for pouring concrete in steel tube of steel truss-web box girder |
| CN106835950A (en) * | 2017-03-27 | 2017-06-13 | 中铁二院工程集团有限责任公司 | Concrete-filled steel tube arch arch rib truss H type web member all welded type coupling configurations |
| CN111151878A (en) * | 2020-03-18 | 2020-05-15 | 王军 | Square tube welding equipment |
| CN111151878B (en) * | 2020-03-18 | 2021-11-12 | 浙江双森金属科技股份有限公司 | Square tube welding equipment |
| CN113718624A (en) * | 2021-09-18 | 2021-11-30 | 中交第二公路勘察设计研究院有限公司 | Combined truss node structure, bridge and construction method |
| CN113802451A (en) * | 2021-09-18 | 2021-12-17 | 中交第二公路勘察设计研究院有限公司 | Steel-concrete combined node structure and construction method |
| CN114482404A (en) * | 2022-03-21 | 2022-05-13 | 北京华清安地建筑设计有限公司 | Steel ladle low-strength concrete and steel pull rod combined roof truss structure |
| CN114482404B (en) * | 2022-03-21 | 2023-01-10 | 北京华清安地建筑设计有限公司 | Combined roof truss structure of steel ladle low-strength concrete and steel pull rod |
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