JP3259236B2 - Non-thrust large span frame construction method - Google Patents
Non-thrust large span frame construction methodInfo
- Publication number
- JP3259236B2 JP3259236B2 JP16598393A JP16598393A JP3259236B2 JP 3259236 B2 JP3259236 B2 JP 3259236B2 JP 16598393 A JP16598393 A JP 16598393A JP 16598393 A JP16598393 A JP 16598393A JP 3259236 B2 JP3259236 B2 JP 3259236B2
- Authority
- JP
- Japan
- Prior art keywords
- column
- large span
- tension
- compression
- wall finishing
- 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 - Fee Related
Links
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
- Rod-Shaped Construction Members (AREA)
Description
【０００１】[0001]
【産業上の利用分野】本発明は、梁を大スパンに渡って
架ける架構法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a beam over a large span.
【０００２】[0002]
【従来の技術および課題】従来、大きな内部空間を得る
ために梁を大スパンに渡って配置する構造物において
は、門形フレームの構造を採用することが多く行われて
いる。しかしながら、通常の門形フレームの構造によっ
て大スパンを得ようとする場合、梁端の適切な固定度を
確保するためには柱の断面が過大になり、構造物の構築
コストを引き上げるとともに、外観を損なうという不都
合がある。また、図２に示すように、門形フレームａの
柱脚部ｂに働くスラストｃを処理するために、基礎構造
部ｄに水平抵抗力ｅを生じさせる必要やタイビームとし
ての繋ぎ梁ｆが必要になる。さらに梁の端部と柱の頭部
とをピン結合するピン架構（大スパン単純梁）とした場
合では、梁の中央部の応力と撓みが過大になって外観が
損なわれるとともに、その対処のためにコストが引き上
げられるという不都合がある。2. Description of the Related Art Conventionally, in a structure in which beams are arranged over a large span in order to obtain a large internal space, a gate-shaped frame structure is often used. However, when trying to obtain a large span with the structure of a normal portal frame, the cross-section of the column becomes excessively large in order to secure an appropriate degree of fixation of the beam end, which raises the construction cost of the structure and increases the external appearance. There is an inconvenience of impairing. As shown in FIG. 2, in order to process the thrust c acting on the column base b of the gate-shaped frame a, it is necessary to generate a horizontal resistance force e in the foundation structure portion d, and a connecting beam f as a tie beam is required. become. Furthermore, in the case of a pin frame (large span simple beam) that connects the end of the beam and the head of the column with a pin, the stress and deflection at the center of the beam become excessive and the appearance is impaired. Therefore, there is a disadvantage that the cost is increased.
【０００３】そこで本発明は、上記した事情に鑑み、柱
の断面を大きくすることなく大スパンの梁を支持すると
ともに、柱脚部にスラストが働かないようにすることを
課題とし、大スパンに渡る梁を備えた構造物の外観を整
え、その構築コストを低減させることを目的とする。In view of the above circumstances, it is an object of the present invention to support a large span beam without enlarging the cross section of the column and to prevent thrust from acting on the column base. An object of the present invention is to improve the appearance of a structure having a crossing beam and reduce the construction cost.
【０００４】[0004]
【課題を解決するための手段】本発明は上記課題を考慮
してなされたものであり、大スパンの梁の端部それぞれ
に、端部外端側に位置する引張柱とこの引張柱より梁中
心側に位置する圧縮柱とを連結し、梁の端部での前記引
張柱と圧縮柱との間に、前記梁の端部から吊支された外
壁仕上げ材とこの外壁仕上げ材の下地鉄骨とを配置し、
前記外壁仕上げ材と下地鉄骨との下端を、前記引張柱と
圧縮柱とが立ち上げられている基礎部に対して鉛直方向
に自由状態にして接続したことを特徴とするノンスラス
ト大スパン架構法を提供して、上記課題を解消するもの
である。SUMMARY OF THE INVENTION The present invention has been made in consideration of the above problems, and has a tension column located at the outer end of the large span beam and a beam formed by the tension column. It is connected to the compression column located on the center side, and the pull at the end of the beam is
The outer part suspended from the end of the beam between the tension column and the compression column
Place the wall finishing material and the base steel frame of this outer wall finishing material,
The lower end of the outer wall finishing material and the base steel frame, the tensile column
Vertical direction with respect to the foundation where the compression column is raised
The present invention solves the above-mentioned problem by providing a non-thrust large span frame construction method characterized by being connected in a free state .
【０００５】[0005]
【作用】本発明においては、梁からの鉛直荷重を圧縮柱
が受け、その圧縮柱より外方に位置する引張柱が、梁端
部外端から加わる上方への引っ張り力を受けて、梁の端
部それぞれに設けられている圧縮柱と引張柱とで梁を支
持するようになる。そして圧縮柱と引張柱との間に、梁
の端部から吊支された外壁仕上げ材とこの外壁仕上げ材
の下地鉄骨とを配置しているため、外壁仕上げ材とその
下地鉄骨の自重が引張柱の負担軸力を軽減するようにな
る。 According to the present invention, the compression column receives a vertical load from the beam, and the tension column located outside the compression column receives an upward pulling force applied from the outer end of the beam end, thereby causing the beam to be compressed. The beam is supported by the compression column and the tension column provided at each end. And between the compression column and the tension column, the beam
Wall finishing material suspended from the end of this and this wall finishing material
Of the outer wall finishing material and
The weight of the underlying steel frame now reduces the axial load on the tension column.
You.
【０００６】[0006]
【実施例】つぎに本発明を図１に示す一実施例に基づい
て詳細に説明する。図１は本発明によりなるフレーム１
を示している。このフレーム１は設定された大スパンに
渡るトラス構造の梁２と、その梁２の端部それぞれに一
対にして設けられた圧縮柱３と引張柱４とからなるもの
である。図１に示すように基礎部５から鉛直上に立ち上
げられる前記圧縮柱３それぞれは梁２の端部外端２０よ
り梁中心側に位置していて、梁２の上端材２ａにピン結
合されており、その結合点で曲げモーメントを生じさせ
ることなく梁２から鉛直荷重を受けて支持するものであ
る。この圧縮柱３はその断面構成、素材などが梁２から
の鉛直荷重に対応できるように設定されている。また引
張柱４は上記圧縮柱３と同様に基礎部５から立ち上げら
れていて、梁２の端部外端２０にピン結合されていて、
その結合点で曲げモーメントを生じさせることなく端部
外端２０から上方への引張荷重を受けて梁２を支持する
ものである。すなわち、上述したように圧縮柱３がこの
引張柱４より梁中心側に位置した状態で梁２の撓みによ
る端部外端２０は上方に変位することになり、この端部
外端２０に対して鉛直方向に下方から接続された部材
（引張柱）には引っ張り力が作用することになる。よっ
てこの引張柱４はその断面構成、素材などが梁２からの
引張荷重に対応できるように設定されている。Next, the present invention will be described in detail with reference to an embodiment shown in FIG. FIG. 1 shows a frame 1 according to the invention.
Is shown. The frame 1 includes a beam 2 having a truss structure extending over a set large span, and a compression column 3 and a tension column 4 provided as a pair at each end of the beam 2. As shown in FIG. 1, each of the compression columns 3 rising vertically from the base portion 5 is located closer to the center of the beam than the outer end 20 of the end of the beam 2, and is pin-connected to the upper end member 2 a of the beam 2. The beam is supported by receiving a vertical load from the beam 2 without generating a bending moment at the connection point. The compression column 3 is set so that its sectional configuration, material, and the like can cope with a vertical load from the beam 2. Further, the tension column 4 is raised from the base portion 5 similarly to the compression column 3, and is pin-connected to the end outer end 20 of the beam 2,
The beam 2 is supported by receiving a tensile load upward from the end outer end 20 without generating a bending moment at the connection point. That is, as described above, the end outer end 20 due to the bending of the beam 2 is displaced upward in a state where the compression column 3 is located closer to the center of the beam than the tension column 4. Thus, a tensile force acts on a member (tensile column) connected from below in the vertical direction. Accordingly, the tension column 4 is set so that its sectional configuration, material, and the like can cope with the tensile load from the beam 2.
【０００７】圧縮柱３と引張柱４とで梁２の端部におけ
る固定度を確保するようにしたフレーム１では、外壁仕
上げ材とその下地鉄骨６が前記圧縮柱３と引張柱４との
間に配置されていて、梁２の端部から吊支されている。
この外壁仕上げ材とその下地鉄骨６は、その下端が鉛直
方向に自由状態にして基礎部５に接続されている。この
ように本実施例では外壁仕上げ材とその下地鉄骨６が、
圧縮柱３と引張柱４との間にあって且つ引張柱４寄りで
梁２に吊支されているため、この外壁仕上げ材とその下
地鉄骨６の自重が引張柱４の負担軸力を軽減するように
設けられていて、構造物の最外面に位置することになる
この引張柱４を、小さな柱断面からなるものとして構成
できるようにしている。In the frame 1 in which the compression column 3 and the tension column 4 secure the degree of fixation at the end of the beam 2, the outer wall finishing material and the base steel frame 6 are placed between the compression column 3 and the tension column 4. And suspended from the end of the beam 2.
The outer wall finishing material and its base steel frame 6 are connected to the foundation 5 with the lower ends thereof free in the vertical direction. Thus, in this embodiment, the outer wall finishing material and its underlying steel frame 6 are
The tension member 4 is suspended between the compression column 3 and the tension column 4 and is close to the tension column 4. The tension column 4, which is located on the outermost surface of the structure, can be configured as having a small column cross section.
【０００８】[0008]
【発明の効果】以上説明したように、本発明のノンスラ
スト大スパン架構法は、大スパンの梁の端部それぞれ
に、端部外端側に位置する引張柱とこの引張柱より梁中
心側に位置する圧縮柱とを連結し、梁の端部での前記引
張柱と圧縮柱との間に、前記梁の端部から吊支された外
壁仕上げ材とこの外壁仕上げ材の下地鉄骨とを配置し、
前記外壁仕上げ材と下地鉄骨との下端を、前記引張柱と
圧縮柱とが立ち上げられている基礎部に対して鉛直方向
に自由状態にして接続したことを特徴とするものであ
る。これによって、従来の門形フレームと同様にして大
スパンに渡る梁の端部における固定度が確保できるとと
もに、圧縮柱と引張柱の梁端部に対する結合点周りで曲
げモーメントが加わらないようになり、圧縮柱および引
張柱の柱断面を小さくすることができるようになって、
構築コストを低減させ、構築物の外観を損なわないデザ
インとすることができる。As described above, according to the non-thrust large span frame construction method of the present invention, each of the ends of a large span beam is provided with a tension column located on the outer end side of the end and a beam center side from the tension column. At the end of the beam.
The outer part suspended from the end of the beam between the tension column and the compression column
Place the wall finishing material and the base steel frame of this outer wall finishing material,
The lower end of the outer wall finishing material and the base steel frame, the tensile column
Vertical direction with respect to the foundation where the compression column is raised
And connected in a free state . This secures the degree of fixation at the end of the beam over a large span in the same manner as the conventional portal frame, and prevents the bending moment from being applied around the connection point of the compression column and the tension column to the beam end. , The column section of the compression column and the tension column can be made smaller,
The construction cost can be reduced, and a design that does not impair the appearance of the structure can be obtained.
【０００９】また基礎部にはスラスト力が働かないた
め、その基礎躯体の構築コストを大きく低減させること
ができる。そして基礎の形態を制約することがなく、直
接基礎や杭基礎となっている基礎上にこの大スパンの梁
を渡した構造物が得られるとともに、軟弱地盤に対応し
て構成された基礎上にもこの構造物が得られるようにな
る。一方、繋ぎ梁を採用していた場合における内部空間
での構築物に基礎側からの制約がなくなり、その構造物
内部空間で各種施設が自由に構築できるようになる。さ
らに梁を支持するに際してＰＣ鋼線などのような特殊な
構造材料を使用する必要がなく、従来からの鉄骨加工技
術にてフレームを構築できるなど、実用性に優れた効果
を奏するものである。Further, since no thrust force acts on the foundation, the construction cost of the foundation can be greatly reduced. And without restricting the form of the foundation, a structure can be obtained in which this large span beam is passed directly on the foundation that is a foundation or pile foundation, and on a foundation that is configured for soft ground This structure can also be obtained. On the other hand, there is no restriction from the foundation side on the structure in the internal space when the connecting beam is adopted, and various facilities can be freely constructed in the internal space of the structure. In addition, there is no need to use a special structural material such as a PC steel wire for supporting the beam, and the frame is constructed by a conventional steel processing technique.
【図１】本発明に係るノンスラスト大スパン架構法によ
るフレームの一実施例を示す説明図である。FIG. 1 is an explanatory view showing one embodiment of a frame by a non-thrust large span frame method according to the present invention.
【図２】従来の門形フレームを示す説明図である。FIG. 2 is an explanatory view showing a conventional portal frame.
１…フレーム ２…梁 ２０…端部外端 ３…圧縮柱 ４…引張柱 ５…基礎部 DESCRIPTION OF SYMBOLS 1 ... Frame 2 ... Beam 20 ... Outer end 3 ... Compression column 4: Tension column 5 ... Foundation
───────────────────────────────────────────────────── フロントページの続き (58)調査した分野(Int.Cl.7，ＤＢ名) E04B 1/342 E04B 1/24 ──────────────────────────────────────────────────続 き Continued on the front page (58) Field surveyed (Int.Cl. 7 , DB name) E04B 1/342 E04B 1/24
Claims (1)
側に位置する引張柱とこの引張柱より梁中心側に位置す
る圧縮柱とを連結し、梁の端部での前記引張柱と圧縮柱
との間に、前記梁の端部から吊支された外壁仕上げ材と
この外壁仕上げ材の下地鉄骨とを配置し、前記外壁仕上
げ材と下地鉄骨との下端を、前記引張柱と圧縮柱とが立
ち上げられている基礎部に対して鉛直方向に自由状態に
して接続したことを特徴とするノンスラスト大スパン架
構法。To claim 1, wherein each end of the beam of the large span, connects the compression posts located on the beam center side than the tensile column and tensile column located at an end outer end, said at the end of the beam Tension and compression columns
Between the outer wall finishing material suspended from the end of the beam
The outer wall finishing material and the base steel frame are arranged, and the outer wall finishing
The tension column and the compression column stand on the lower ends of the bridging material and the underlying steel frame.
Vertically free relative to the raised foundation
Non-thrust large span frame construction method characterized by connecting .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16598393A JP3259236B2 (en) | 1993-06-14 | 1993-06-14 | Non-thrust large span frame construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16598393A JP3259236B2 (en) | 1993-06-14 | 1993-06-14 | Non-thrust large span frame construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH073885A JPH073885A (en) | 1995-01-06 |
| JP3259236B2 true JP3259236B2 (en) | 2002-02-25 |
Family
ID=15822701
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16598393A Expired - Fee Related JP3259236B2 (en) | 1993-06-14 | 1993-06-14 | Non-thrust large span frame construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3259236B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106065731B (en) * | 2016-07-25 | 2018-05-01 | 大唐环境产业集团股份有限公司 | A kind of modularization large span storage canopy and its method of construction |
-
1993
- 1993-06-14 JP JP16598393A patent/JP3259236B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH073885A (en) | 1995-01-06 |
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