JPH0634994Y2 - Pre-stress introduction Pre-cast steel reinforced concrete girder - Google Patents
Pre-stress introduction Pre-cast steel reinforced concrete girderInfo
- Publication number
- JPH0634994Y2 JPH0634994Y2 JP8162388U JP8162388U JPH0634994Y2 JP H0634994 Y2 JPH0634994 Y2 JP H0634994Y2 JP 8162388 U JP8162388 U JP 8162388U JP 8162388 U JP8162388 U JP 8162388U JP H0634994 Y2 JPH0634994 Y2 JP H0634994Y2
- Authority
- JP
- Japan
- Prior art keywords
- girder
- steel
- main body
- reinforced concrete
- 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.)
- Expired - Lifetime
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Description
【考案の詳細な説明】 (産業上の利用分野) 本考案は鉄骨鉄筋コンクリート造のラーメン構造におけ
る、プレストレス導入プレキヤスト鉄骨鉄筋コンクリー
ト梁に係るものである。DETAILED DESCRIPTION OF THE INVENTION (Industrial field of application) The present invention relates to a prestressed precast steel-framed reinforced concrete beam in a steel-framed reinforced concrete frame structure.
(従来の技術) 鉄骨鉄筋コンクリート造の工業化工法(HPC工法)にお
ける躯体の施工は、次の手順で行なわれている。(Prior Art) The construction of the frame in the industrialized construction method (HPC construction method) of steel reinforced concrete construction is performed in the following procedure.
i)鉄骨柱の建方、 ii)鉄骨梁を含むプレキヤストコンクリート部材よりな
る桁行方向大梁の建方、 iii)鉄骨梁を含むプレキヤストコンクリート部材より
なる梁間方向耐震壁の建方、 iv)プレキヤストコンクリート部材等よりなる床版の建
方、 v)柱型の鉄筋組立、同型枠組立及び大梁上端主筋の組
立、 vi)柱型、ジヨイントコンクリートの打設、 このうち桁行方向大梁は第8図に示す如く、大梁全長に
亘って配設された梁下端主筋(a)及びスタラツプ
(b)が配筋されたプレキヤストコンクリート大梁主体
に、その全長に亘ってI型鋼(c)を埋設するととも
に、同I型鋼の両端部を前記大梁主体の両端部より突出
させ、この突出端部を、大梁が架設される相隣る鉄骨柱
(d)に対する接合部(e)とした鉄骨鉄筋プレキヤス
トコンクリート部材より構成されている。i) How to construct steel columns, ii) How to construct girder girders made of precast concrete members containing steel beams, iii) How to construct inter-beam earthquake-resistant walls made of precast concrete members containing steel beams, iv) Pre Construction of floor slab made of cast concrete members, v) Column-shaped rebar assembly, same formwork assembly and main girder top main bar assembly, vi) Column-shaped and joint concrete placement, of which girder direction girder is 8th As shown in the figure, I-type steel (c) is buried over the entire length of a precast concrete girder mainly having a beam lower end bar (a) and a stirrup (b) arranged along the entire length of the girder. At the same time, both ends of the same type I steel are made to project from both ends of the girder mainly, and the projecting ends are used as joints (e) to adjacent steel frame columns (d) on which the girders are erected. Conc It is composed from over preparative member.
図中(f)は後打ちコンクリートである。In the figure, (f) is post-cast concrete.
(考案が解決しようとする課題) 最近、高層住宅といえども、個性化と高級化趣向の傾向
にあり、住戸の専用床面積も大型化し、各戸の平面プラ
ンも多様化し、各戸に応じたフリープランの要請も高ま
ってきた。(Problems to be solved by the invention) Recently, even high-rise homes tend to be individualized and upscale, the floor area dedicated to the dwelling unit is enlarged, and the floor plan of each unit is diversified. Requests for plans have also increased.
このようなフリープランに対応し、各戸の居住空間を確
保するためには、従来の画一的な間取りでは対応でき
ず、同じ棟でも桁行方向(フロンテージ)の間隔を広く
しながら調整するようになった。In order to support such a free plan and secure a living space for each house, it is not possible to deal with the conventional uniform floor plan, and even in the same ridge, it is necessary to adjust while widening the space in the girder direction (frontage). became.
しかしながら桁行方向の間隔が長くなると、応力に対応
して梁成が高くなり、建物の階高が高くなり、建物の高
さに制約を生じ、また前記従来の大梁のように、梁全長
に亘って貫通されたI型鋼で構造性能を確保するため、
鉄骨量が増加し、建築費の嵩む要因となっている。However, when the spacing in the girder direction becomes longer, the beam formation becomes higher in response to stress, the floor height of the building becomes higher, and the height of the building is restricted, and like the conventional girder, the beam length is increased. In order to ensure structural performance with the I-shaped steel penetrated by
The amount of steel frames is increasing, which is a factor of increasing construction costs.
また前記従来の鉄骨梁、梁主筋、スタラップからなるプ
レキヤストコンクリート大梁は、鉄骨梁が貫通している
ため、柱,梁の接合部には精度の高い製造管理が要求さ
れ、部材の生産性も低下する。Further, in the conventional precast concrete large beam composed of the steel beam, the main beam of the beam, and the stapling, since the steel beam penetrates, highly accurate manufacturing control is required for the joint portion of the column and the beam, and the productivity of the member is also increased. descend.
本考案は前記従来技術の有する問題点に鑑みて提案され
たもので、その目的とする処は、優れた構造特性を有
し、建物の桁行寸法が一定しない場合、長スパン大梁の
梁成を隣接する短スパン大梁の梁成と同一にすることが
でき、鉄骨量が低減され、建物の高さの制約が軽減さ
れ、工費が節減されるプレキヤスト鉄骨鉄筋コンクリー
ト大梁を提供する点にある。The present invention has been proposed in view of the above problems of the prior art, and an object of the present invention is to provide a long span girder with excellent structural characteristics and when the building row size is not constant. The purpose of the present invention is to provide a precast cast steel reinforced concrete girder that can be made the same as adjacent short-span girders, reduce the amount of steel frame, reduce the height of the building, and save the construction cost.
(課題を解決するための手段) 前記の問題点を軽減するため、本考案に係るプレストレ
ス導入プレキヤスト鉄骨鉄筋コンクリート大梁は、大梁
全長に亘って梁下端主筋、及びスタラップが配筋された
プレキヤストコンクリート大梁主体における両端部より
同主体の長さの約1/4の個所に、上下フランジ面に夫々
スタツドボルトが植立されたI型鋼材を埋設するととも
に、同各I型鋼材の端部を前記大梁主体の端面より突出
せしめ、同大梁主体の全長に亘ってプレストレス導入用
緊張鋼材を配筋して構成されている。(Means for Solving the Problems) In order to reduce the above-mentioned problems, a prestressed precast steel reinforced concrete girder according to the present invention is a precast concrete in which a beam lower end main bar and a stirrup are arranged over the entire length of the girder. I-type steel materials with stud bolts planted on the upper and lower flange surfaces are embedded at approximately 1/4 of the length of the main body from both ends of the main beam, and the ends of each I-type steel material are described above. It is constructed by projecting it from the end face of the main beam and arranging prestressing tension steel material over the entire length of the main beam.
(作用) 本考案に係るプレキヤスト鉄骨鉄筋コンクリート大梁は
前記したように、大梁全長に亘って梁下端主筋及びスタ
ラツプが配筋されたプレキヤストコンクリート大梁主体
に、その両端から同主体の全長の長さの約1/4の個所に
埋設されたI型鋼材の両端部が、大梁主体の両端より突
出されているので、同突出部を介して大梁を鉄骨柱に容
易に接合できる。(Operation) As described above, the precast steel reinforced concrete girder according to the present invention is mainly composed of a precast concrete girder having bar main ends and stirrup bars arranged over the entire length of the girder, and having a length of the same length from both ends thereof. Since both ends of the I-shaped steel material buried in about 1/4 of the projecting part project from both ends of the girder main body, the girder can be easily joined to the steel column through the projecting parts.
更に本考案の大梁は前記I型鋼と、梁全長に亘って配筋
されたプレストレス導入用緊張鋼材によってプレストレ
スを導入されることによって十分な強度剛性を有し、ま
た前記一双のI型鋼間の中央鉄骨部をなくすことによ
り、大梁にプレストレスが容易に導入され、更に前記I
型鋼の上下フランジ面にスタツドボルトが植立されたこ
とによって、大梁中央部と両端部との間の応力の伝達が
円滑に行なわれる。Further, the girder of the present invention has sufficient strength and rigidity by introducing prestress by the I-type steel and the tension steel material for prestress introduction arranged over the entire length of the beam, and between the pair of I-type steels. By eliminating the central steel frame, the prestress can be easily introduced into the girder.
Since the stud bolts are erected on the upper and lower flange surfaces of the shaped steel, the stress can be smoothly transmitted between the center portion and both end portions of the girder.
(実施例) 以下本考案を図示の実施例について説明する。(Embodiment) The present invention will be described below with reference to the illustrated embodiment.
大梁全長に亘って梁下端主筋(1)及びスタラツプ
(2)が配筋されたプレキヤストコンクリート大梁主体
(a)における、同主体両端部より、同主体の全長の約
1/4の個所に、上下フランジ面に夫々スタツドボルト
(3)が植立されたI型鋼材(4)を埋設するととも
に、同各I型鋼材(4)の端部を前記主体(a)の端部
より突出させ、同突出部(4a)を鉄骨柱に対する接合部
とし、前記大梁主体(a)の全長に亘ってプレストレス
導入用緊張鋼材(5)を配設し、同緊張鋼材(5)を介
して前記主体(a)内にプレストレスを導入して、プレ
ストレス導入プレキヤスト鉄骨鉄筋コンクリート大梁
(A)が構成されている。In the precast concrete girder main body (a) in which the beam lower end main bar (1) and the stirrup (2) are arranged over the entire length of the main beam, from the both ends of the main body, about the total length of the main body
At the 1/4 position, I type steel materials (4) having stud bolts (3) planted on the upper and lower flange surfaces are embedded, and the ends of each I type steel material (4) are connected to the main body (a). Of the girder main body (a), and the tension steel material (5) for prestress introduction is disposed over the entire length of the main girder main body (a). 5) A prestress is introduced into the main body (a) through the step 5) to form a prestressed precast steel frame reinforced concrete girder (A).
図中(6)は大梁両端に配設された緊張装置である。In the figure, (6) is a tensioning device arranged at both ends of the girder.
前記大梁の製作に当っては、同大梁の両端に大梁全長の
約1/4の位置にI型鋼材(4)をその端部が大梁端面よ
り突出するように配置し、同各I型鋼材(4)の上下フ
ランジには頭付きのスタツドボルト(3)を予め溶接し
ておく。In the production of the girders, I type steel materials (4) are arranged at both ends of the girders at positions of about 1/4 of the girder length so that the ends thereof protrude from the end faces of the girders. A headed stud bolt (3) is welded to the upper and lower flanges (4) in advance.
次いで大梁全長に亘って梁下端主筋(1)及びスタラツ
プ(2)を組立て、梁上梁主筋(7)は仮止めして型枠
内に配置する。Next, the beam lower end main bar (1) and the stirrup (2) are assembled over the entire length of the large beam, and the upper beam main bar (7) is temporarily fixed and placed in the mold.
次いでプレストレス導入用緊張鋼材(5)を材長方向に
亘って梁幅の左右に配設し、大梁中央部では梁下部に位
置し、大梁両端部では過半部の上部に位置するように
し、大梁両端の緊張装置(6)に緊結する。Next, tension steel materials for introducing prestress (5) are arranged on the left and right sides of the beam width in the material length direction so that they are located in the lower part of the beam at the center of the girder and above the majority of both ends of the girder. Tighten the tensioning devices (6) at both ends of the girder.
次いで梁断面の過半部にコンクリートを打設し、同打設
コンクリートが初期強度を発現したのち脱型し、同コン
クリートが所定の強度を発現したのち、前記緊張用鋼材
(5)に所定の緊張力を加え、コンクリートに所要のプ
レストレスを導入する。Next, concrete is poured into the majority of the cross section of the beam, the cast concrete develops initial strength and then demolds, the concrete develops predetermined strength, and then the steel for tensioning (5) is subjected to predetermined tension. Applying force to introduce the required prestress into the concrete.
なおプレストレスの導入は、ポストテンシヨン方式の
他、プレテンシヨン方式も採用できる。In addition to the post-tension method, the pre-tension method can be used for introducing the pre-stress.
図示の実施例に示すプレストレス導入プレキヤスト鉄骨
鉄筋コンクリート大梁は前記したように構成されている
ので、建設現場に搬入され、大梁両端部より突出された
I型鋼材(4)の突出部を鉄骨柱に接合し、梁上端主筋
(7)を配筋するとともに、柱梁接合部及び大梁主体
(a)の上部に後打ちコンクリート(b)を打設する。Since the prestressed precast cast steel reinforced concrete girder shown in the illustrated embodiment is configured as described above, the projecting portion of the I-shaped steel material (4), which is carried into the construction site and projected from both ends of the girder, is made into a steel column. After joining, the beam top main bar (7) is laid out, and the post-cast concrete (b) is placed on the beam-column joint and the upper part of the girder main body (a).
而して前記大梁両端に配設されたI型鋼材(4)の上下
フランジ面に植設されたスタツトボルト(3)によっ
て、I型鋼材(4)とコンクリート部との附着性能が向
上され、I型鋼材(4)と大梁の中央コンクリート部と
の間の応力の伝達が円滑に行なわれる。Thus, the attachment performance between the I-shaped steel material (4) and the concrete portion is improved by the stud bolts (3) planted on the upper and lower flange surfaces of the I-shaped steel material (4) arranged at both ends of the girder. The stress is smoothly transmitted between the shaped steel material (4) and the central concrete portion of the girder.
また前記一双のI型鋼材(4)が大梁の両端に配設さ
れ、中央部の鉄骨が省略されたことによって、前記緊張
鋼材(5)による大梁に対するプレストレスの導入が容
易になり、鉄骨梁とプレストレス鉄筋コンクリートの利
点を合わせ持つプレキヤストコンクリート大梁が構成さ
れ、長スパンの架構に対応することができ、梁断面性能
が高くなる。Further, since the pair of I-shaped steel materials (4) are arranged at both ends of the girder and the central steel frame is omitted, it becomes easy to introduce prestress to the girder by the tension steel material (5), and And a precast concrete large beam which has the advantages of prestressed reinforced concrete, and can be applied to long span frames, and the beam cross-section performance will be high.
第6図及び第7図は前記大梁(A)を使用した桁行方向
の架構の一部を示し、フロンテージを調整することによ
って、多様化する平面プランに対応でき、この際、長ス
パンL2に前記大梁(A)を適用することにより、本来、
長スパンL2に対応して大きくなる梁成h2を点線で示す如
く、隣接する短スパンL1の大梁(A′)の梁成h1と等し
くでき、建造物の高さHの制約を軽減するものである。FIGS. 6 and 7 show a part of the girder direction of Frames Using the girders (A), by adjusting the Frontage, it can correspond to a plane plan to diversify, this time, the long span L 2 By applying the cross beam (A), originally,
As indicated by the dotted line, the beam formation h 2 that increases corresponding to the long span L 2 can be made equal to the beam formation h 1 of the large beam (A ′) with the adjacent short span L 1 , and the height H of the building is restricted. It alleviates.
(考案の効果) 本考案に係るプレストレス導入プレキヤスト鉄骨鉄筋コ
ンクリート大梁は前記したように、大梁全長に亘って梁
下端主筋及びスタラツプが配筋されたプレキヤストコン
クリート大梁主体に鉄骨を貫通することなく、同主体の
長さの約1/4の個所にI型鋼材を埋設するとともに、同
各I型鋼材の端部を前記大梁主体の端部より突出せし
め、同突出部を介して鉄骨柱に対する接合を容易ならし
める。(Effect of the invention) As described above, the prestressed precast steel-framed reinforced concrete girder according to the present invention does not penetrate the steel frame mainly in the precast concrete girder in which the beam bottom main bar and the stirrup are arranged over the entire length of the girder. I-type steel materials are embedded in about 1/4 of the length of the main body, and the end of each I-type steel material is projected from the end of the main girder main body, and is joined to the steel column through the protruding portion. Make it easy.
このように大梁中央部の鉄骨を省略することにより鉄骨
量を削減し、部材製造を容易ならしめるとともに、大梁
コンクリートに対するプレストレス導入用緊張鋼材によ
るプレストレスの導入を容易ならしめる。By omitting the steel frame in the central part of the girder in this way, the amount of steel frame can be reduced, the manufacturing of members can be facilitated, and the prestressing can be facilitated by the tension steel material for prestressing the girder concrete.
また前記一双のI型鋼材は上下フランジ面に突設された
スタツドボルトを介してコンクリートと一体化され、大
梁両端のI型鋼材と大梁中央部コンクリートとの間の応
力の伝達が行なわれる。The pair of I-shaped steel materials are integrated with the concrete through the stud bolts protruding from the upper and lower flange surfaces, and the stress is transmitted between the I-shaped steel materials at both ends of the girder and the concrete in the central part of the girder.
かくして本考案によればプレストレス鉄筋コンクリート
と鉄骨梁との利点を合せ持つプレストレス導入プレキヤ
スト鉄骨鉄筋コンクリート大梁が構成され、断面性能が
向上し、梁成を小さくすることができ、長さの異なる桁
行寸法を有する架構において、長スパンでも梁成を変え
ることなく適用でき、建造物の高さに制約されることな
く平面計画の多様性に適応できる。Thus, according to the present invention, a prestressed precast cast steel reinforced concrete girder having the advantages of prestressed reinforced concrete and steel beam is constructed, the cross-section performance is improved, the beam formation can be reduced, and the girder size of different lengths is achieved. It can be applied to a frame with a long span without changing the beam composition, and can be adapted to the variety of floor plans without being restricted by the height of the building.
第1図は本考案に係るプレストレス導入プレキヤスト鉄
骨鉄筋コンクリート大梁の一実施例を示す縦断面図、第
2図はその平面図、第3図はその側面図、第4図及び第
5図は夫々第1図の矢視IV−IV図並に矢視V−V図、第
6図及び第7図は前記大梁を使用した架構の桁行方向の
一部を示す平面図並に正面図、第8図は従来のプレキヤ
スト鉄骨鉄筋コンクリート大梁の使用状態を示す縦断面
図である。 (a)……大梁主体、(1)……梁下端主筋 (2)……スタラツプ、(3)……スタツドボルト (4)……I型鋼材 (5)……プレストレス導入用緊張鋼材FIG. 1 is a longitudinal sectional view showing an embodiment of a prestressed precast cast steel reinforced concrete girder according to the present invention, FIG. 2 is a plan view thereof, FIG. 3 is a side view thereof, and FIGS. 4 and 5 are respectively. FIG. 1 is a view in the direction of arrow IV-IV, and is also a view in the direction of arrow V-V, and FIGS. 6 and 7 are plan views showing a part of the girder direction of the frame using the girders and front views are the same. FIG. 1 is a vertical cross-sectional view showing a conventional precast steel-framed reinforced concrete girder in use. (A) …… Main beam mainly, (1) …… Main bar of lower beam (2) …… Stap, (3) …… Stud bolt (4) …… I type steel (5) …… Tensile steel for introducing prestress
Claims (1)
ツプが配筋されたプレキヤストコンクリート大梁主体に
おける両端部より同主体の長さの約1/4の個所に、上下
フランジ面に夫々スタツドボルトが植立されたI型鋼材
を埋設するとともに、同各I型鋼材の端部を前記大梁主
体の端面より突出せしめ、同大梁主体の全長に亘ってプ
レストレス導入用緊張鋼材を配筋してなることを特徴と
するプレストレス導入プレキヤスト鉄骨鉄筋コンクリー
ト大梁。1. A precast concrete concrete girder main body in which a beam bottom main bar and a stirrup are laid out over the entire length of the girder at about 1/4 the length of the main body from both ends of the precast concrete girder, and on the upper and lower flange surfaces respectively While embedding the I-shaped steel material in which the bolts were erected, the end portions of the respective I-shaped steel materials were made to project from the end surface of the girder main body, and tensioned steel material for prestress introduction was arranged over the entire length of the girder main body. A pre-stressed pre-cast steel-framed reinforced concrete girder characterized by:
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP8162388U JPH0634994Y2 (en) | 1988-06-22 | 1988-06-22 | Pre-stress introduction Pre-cast steel reinforced concrete girder |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP8162388U JPH0634994Y2 (en) | 1988-06-22 | 1988-06-22 | Pre-stress introduction Pre-cast steel reinforced concrete girder |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH025520U JPH025520U (en) | 1990-01-16 |
JPH0634994Y2 true JPH0634994Y2 (en) | 1994-09-14 |
Family
ID=31306399
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP8162388U Expired - Lifetime JPH0634994Y2 (en) | 1988-06-22 | 1988-06-22 | Pre-stress introduction Pre-cast steel reinforced concrete girder |
Country Status (1)
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JP (1) | JPH0634994Y2 (en) |
Families Citing this family (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS486573U (en) * | 1971-06-05 | 1973-01-25 | ||
JPH07116790B2 (en) * | 1991-07-03 | 1995-12-18 | オリエンタル建設株式会社 | Precast concrete beams |
JP2629503B2 (en) * | 1991-11-26 | 1997-07-09 | 鹿島建設株式会社 | Joint structure of prestressed concrete beam and steel tube concrete column |
JP5613465B2 (en) * | 2010-06-08 | 2014-10-22 | 株式会社竹中工務店 | Composite beam structure |
-
1988
- 1988-06-22 JP JP8162388U patent/JPH0634994Y2/en not_active Expired - Lifetime
Also Published As
Publication number | Publication date |
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JPH025520U (en) | 1990-01-16 |
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