JPH01121427A - Large roof framework of long-sized span - Google Patents
Large roof framework of long-sized spanInfo
- Publication number
- JPH01121427A JPH01121427A JP27828187A JP27828187A JPH01121427A JP H01121427 A JPH01121427 A JP H01121427A JP 27828187 A JP27828187 A JP 27828187A JP 27828187 A JP27828187 A JP 27828187A JP H01121427 A JPH01121427 A JP H01121427A
- Authority
- JP
- Japan
- Prior art keywords
- members
- column
- tension
- truss
- beams
- 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
- 239000000463 material Substances 0.000 claims description 47
- 230000007774 longterm Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims 2
- 229910000831 Steel Inorganic materials 0.000 abstract description 21
- 239000010959 steel Substances 0.000 abstract description 21
- 238000004873 anchoring Methods 0.000 abstract 1
- 230000006835 compression Effects 0.000 description 5
- 238000007906 compression Methods 0.000 description 5
- 238000007665 sagging Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 238000010276 construction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005339 levitation Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
- 238000009423 ventilation Methods 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、工場建屋の屋根又は音楽堂あるいは飛行機
格納庫などの大屋根として採用される長大スパンの大屋
根架橋に係り、さらにいえば、梁間方向の柱間隔が１０
０ｍ〜２００ｍでこの長大スパンを無柱で建設すること
ができる大屋根架橋（長大スパン架構又は無柱空間架橋
）に関するものである。[Detailed Description of the Invention] Industrial Application Field This invention relates to a large roof bridge with a long span used as a roof of a factory building, a music hall, or an airplane hangar. Column spacing is 10
This invention relates to a large roof bridge (a long span structure or a column-free space bridge) that can be constructed without pillars over a long span of 0 m to 200 m.
従来の技術
■ 従来一般の屋根架橋は、梁間方向に２０層〜３０瀧
の短スパンで柱が多数林立した構成になっている。BACKGROUND TECHNOLOGY Conventional roof bridges have a structure in which a large number of pillars stand in a short span of 20 to 30 layers in the direction between the beams.
■ 最近になって、長大スパンを無柱で建設する長大ス
パン架構（無柱空間架橋）が紹介されている０例えば昭
和６２年８月６日付日刊工業新聞の記事によれば、清水
建設（株）がスパン１７５ ｍを無柱で建設した工場大
Ｍ！ＩｋＣ以下清水の大屋根という）を完成した旨紹介
されている、同記事に紹介された清水の大屋根架構の構
造詳細は不明であるが、スパン！７５■の柱間にトラス
梁を架設すると共に同トラスの下弦材にピアノ線（ＰＣ
鋼線、ＰＣ鋼棒など）を組込み、これを強く引張ってト
ラス梁を圧縮するプレストレスを導入し、これによって
トラス下部が屋根荷重で下方へ押し拡がるのを元に戻し
て垂れ下がりを防いだ構成の屋根になっているものと推
定される。■Recently, long-span structures (column-free space bridges) that construct long spans without columns have been introduced0 For example, according to an article in the Nikkan Kogyo Shimbun dated August 6, 1988, Shimizu Corporation ) built a factory with a span of 175 m without pillars! The structural details of Shimizu's large roof frame introduced in the same article are unknown, but the span! A truss beam was erected between the 75■ columns, and piano wire (PC
This structure incorporates prestress that compresses the truss beam by strongly pulling it (steel wires, PC steel bars, etc.), and this prevents the lower part of the truss from expanding downward due to the roof load and preventing it from sagging. It is estimated that the roof of the
本発明が解決しようとする問題点
（Ｉ）上記■に述べた如く短スパンで柱が多数林立する
屋根架構の場合は、柱が占める分だけ建物内の有効床面
積が減少し、また、柱がじ◆まになって室内空間の使用
に何かと不便が生じていた。Problems to be solved by the present invention (I) As mentioned in item ① above, in the case of a roof structure with a large number of columns in a short span, the effective floor area within the building is reduced by the amount occupied by the columns. This caused some inconvenience in the use of the indoor space.
（ＩＩ）上記■に述べた清水の大屋根架橋は、有効床面
積が約１０％増加し、また、柱のじゃまが無いので室内
空間の使用に制約を受けないという特長を有するが、一
方、トラス梁は垂れ下がりを元に戻す大きさのプレスト
レスによる圧縮を常時受ける構成なので、同トラス梁の
下弦材は前記圧縮に耐え得る断面積を必要とし、構造が
大型化するという問題点が認められる。(II) Shimizu's large roof bridge described in (■) above has the advantage that the effective floor area increases by about 10% and there is no restriction on the use of indoor space because there are no pillars in the way. Since truss beams are constantly subjected to compression due to prestress that is large enough to restore sagging, the bottom chord of the truss beam must have a cross-sectional area that can withstand the compression, which poses the problem of increasing the size of the structure. .
問題点を解決するための手段
上記従来技術の問題点を解決するための手段として、こ
の発明に係る長大スパンの大屋根架構は、図面の第１図
〜第７図に好適な実施例を示したとおり、
梁間方向に所要な間隔をあけて、かつ小梁取付は位ｉＨ
よりも上方に方杖材取付は高さｈをもつ柱材１．１を建
て１桁行方向には各柱材１．１間に大梁２を架設し、梁
間方向には柱材１．１間士の間及び大梁トラス２，２間
に小梁材３…を架設した。そして、柱材ｌ又は大梁トラ
ス２の天端と小梁トラス材３との間に方杖材４を設置し
、小梁材３の長手方向にＰＣ鋼棒等の緊張材５を付設し
、該緊張材５の両端は方杖材４に沿って柱材ｌまたは大
梁トラス２の天端に１引張力を導入して定着し長期屋根
荷重を緊張材゛５により吊り上げた構成としている。Means for Solving the Problems As a means for solving the problems of the prior art described above, a large roof frame with a long span according to the present invention is shown in preferred embodiments in FIGS. 1 to 7 of the drawings. As mentioned above, leave the required spacing in the direction between the beams, and install the small beams at the position iH.
To install the cane members above, construct the pillars 1.1 with a height h, and in the direction of the first row, install the girders 2 between each pillar 1.1, and in the direction between the beams, install the pillars 1.1 between the pillars 1.1. A small beam material 3 was erected between the main beam truss 2 and 2 and between the main beam trusses 2 and 2. Then, a support member 4 is installed between the top of the column l or large beam truss 2 and the small beam truss member 3, and a tension member 5 such as a PC steel bar is attached in the longitudinal direction of the small beam 3. Both ends of the tension member 5 are fixed by introducing one tensile force to the top end of the column 1 or girder truss 2 along the strut member 4, and the long-term roof load is lifted by the tension member 5.
作 用
各柱材１の直立状態は、これに架設した大梁トラス２及
び小梁材３により平面の２軸方向に補剛される。また、
大梁トラス２はその間へ組入れた小梁材３により補剛さ
れており、地震時などの横力はこれら大梁トラス２、小
梁材３と方杖材４とにより処理される。Function: The upright state of each column 1 is stiffened in two axial directions in the plane by the large beam truss 2 and small beams 3 installed thereon. Also,
The girder truss 2 is stiffened by the small beam members 3 inserted therebetween, and lateral forces such as those caused during an earthquake are handled by the girder truss 2, the small beam members 3, and the cane members 4.
風圧時に屋根に加わる浮揚力に対しては方杖材４を圧縮
材として働かせ、もって小梁材３の支点間距離を小さく
した形で処理する。In response to the buoyancy force applied to the roof during wind pressure, the cane material 4 acts as a compression material, thereby reducing the distance between the supporting points of the small beam materials 3.
小梁材３の長手方向に付設されたＰＣ鋼棒等の緊張材５
は、その両端が方杖材４に沿って上方へ向い、柱材ｌ又
は大梁トラス２の天端に適度な緊張状態で定着されてい
るので、小梁材３は緊張材５で引張り上げた形になって
おり、小梁材３に負荷された長期屋根荷重は緊張材５を
引張材として支持される。即ち、屋根荷重は小梁材３が
直接受けるが、同時に同小梁材３に付設した緊張材５が
引張力として支持し、大梁トラス２を経て、又は直接柱
材ｌが受けて地盤に伝達し処理される。Tensile members 5 such as PC steel rods attached in the longitudinal direction of the small beam members 3
has its both ends pointing upward along the beam members 4 and is fixed under moderate tension to the top of the column l or the girder truss 2, so the small beam members 3 are pulled up by the tension members 5. The long-term roof load applied to the small beam members 3 is supported by the tension members 5 as tension members. In other words, the roof load is directly received by the small beams 3, but at the same time, the tension members 5 attached to the small beams 3 support it as a tensile force, and the load is transmitted to the ground via the girder truss 2 or directly by the column l. and processed.
実施例 次に、図示した実施例を説明する。Example Next, the illustrated embodiment will be explained.
第１図と第２図は、この発明に係る長大スパンの大屋根
架構の構造の概要を示したもので、図中１が柱材であり
、これは梁間方向に１００ｍ及至２０Ｏｍ位の長大な間
隔をあけて垂直に建てられている。柱材１には角型の鋼
管等がその上端を閉じた形で使用されている。柱材１の
桁行方向の間隔は３０ｍ位とされている。柱材１は、小
梁取付は位置（床上高さＨ，Ｈは３〜１５ｍ位）よりも
上方に方杖材取付は高さｈ（このｈは梁間スパンの大き
さにより異なる。）をもち、よって地上高さが（Ｈ＋ｈ
）とされた背丈の高い柱とされている。Figures 1 and 2 show the outline of the structure of a large roof frame with a long span according to the present invention. In the figure, 1 is the column material, which is a long column with a length of about 100m to 200m in the direction between the beams. They are built vertically and spaced apart. A square steel pipe or the like is used as the pillar material 1 with its upper end closed. The spacing between the columns 1 in the column direction is approximately 30 m. Column 1 has a height h (this h varies depending on the size of the span between the beams) above the position where the small beam is attached (height H above the floor, H is about 3 to 15 m). , so the height above the ground is (H+h
) It is said to be a tall pillar.
桁行方向に並ぶ柱材１．１間には、梁せいが上記方杖材
取付は高さｈに略等しい大きさで平板状の大梁トラス２
が架設され、もって柱材１が桁行方向に補則されている
（第２図）。Between the pillars 1.1 arranged in the girder row direction, the beam truss 2 is a flat plate-shaped beam truss with a size approximately equal to the height h.
is erected, and the pillars 1 are supplemented in the column direction (Fig. 2).
また、梁間方向には、柱材１，１間士の間、及び大梁ト
ラス２，２の間に小梁材３…を架設し、もって柱材ｌが
梁間方向に補則されている。さらに各小梁材３…は、桁
行方向に組入れたつなぎ梁（交叉梁）６…で補則され、
もって平版状のトラス屋根が組立てられている。Further, in the direction between the beams, small beams 3 are constructed between the columns 1 and 1 and between the large beam trusses 2, 2, so that the columns 1 are supplemented in the direction between the beams. Furthermore, each small beam 3... is supplemented with a connecting beam (cross beam) 6... incorporated in the beam direction,
A flat truss roof is assembled.
上記の各柱材１…及び大梁トラス２の天端と、小梁材３
との間に、方杖材４が設置されている。Each of the above pillar materials 1... and the top of the large beam truss 2, and the small beam material 3
A cane material 4 is installed between the two.
方杖材４と小梁材３との交点位置は、柱材ｌからの長さ
Ｓを、小梁材３の全長Ｌ（つまり、柱材１．１間のスパ
ン）の約Ｌ１５程度に構成されている。方丈材４の勾配
はｌＯ°〜３０’位とされている。The intersection position of the cane material 4 and the small beam material 3 is configured such that the length S from the pillar material 1 is approximately L15 of the total length L of the small beam material 3 (that is, the span between the pillar materials 1.1). has been done. The slope of the hojo material 4 is about 10° to 30'.
ところで、小梁材３の構造は、第３図Ａ、Ｈに一例を示
したように、プレートの溶接組立て加工によりせいが高
いＩ形に形成されたＩビーム材又は同様なせいの高さを
有する市場Ｉ形鋼による構成とされている。By the way, the structure of the small beam 3 is an I-beam material formed into an I-shape with a high height by welding and assembling plates, or a similar height as shown in FIGS. 3A and 3H. It is said to be constructed using I-beam steel on the market.
この小梁材３と柱材ｌ及び方丈材４との関係構造は、第
４図に詳示したとおり、方丈材４としてはＨ形鋼を使用
し、小梁材３の方に溶接したＨ形鋼４ａ及び柱材ｌの方
に溶接したＨ形鋼４ｂとの間に長い方丈材４を高力ボル
ト継手で接合した構成とされている。小梁材３において
、Ｈ形鋼４ａの溶接箇所にはステイフナ−１０，１０を
入れて補強が行なわれている。また、小梁材３のウェブ
両側面には、方丈材４の延長線上に口形鋼１１が溶接さ
れている。As detailed in Fig. 4, the structure of the relationship between the small beam material 3, the pillar material l, and the hojo material 4 is as shown in Fig. 4. A long frame member 4 is connected with a high-strength bolt joint between the section steel 4a and the H-section steel 4b welded to the column l. In the small beam material 3, stiffeners 10, 10 are inserted at the welding locations of the H-shaped steel 4a for reinforcement. Further, on both sides of the web of the small beam member 3, a bar-shaped steel 11 is welded on an extension line of the square member 4.
そして、小梁材３のウェブの両側であって下フランジ近
傍の位ｌに緊張材としてのＰＣ鋼棒５（又はＰＣ鋼線）
を沿わせ（第３図Ｂ）、これが小梁材３の長平方向に付
設されている。このＰＣ鋼棒５の両端部は、第４図に詳
示したようにまず口形鋼１１の中に通し、ざらに方杖材
４たるＨ形鋼のウェブ両側面に沿わせて上方へ導き、柱
材１又は大梁トラス２の天端部に定着機構を設け、適度
な大きさの１引張力を導入して定着し、もって小梁トラ
ス材３…に加えられる載荷重（長期荷重）を吊り上げる
構成とされている。つまり、小梁材３…が受ける屋根荷
重の大部分をＰＣ鋼棒５の引張応力として負担せしめ、
これを柱材１…に伝達して処理されるのである。なお、
方杖材４は荷重の大きさ、向きにより引張材又は圧縮材
として働き、小梁材３の負荷を処理する。Then, PC steel rods 5 (or PC steel wires) are placed as tension members on both sides of the web of the small beam 3 near the lower flange.
(FIG. 3B), and is attached in the longitudinal direction of the small beam 3. As shown in detail in FIG. 4, both ends of the PC steel bar 5 are first passed through the bar 11, roughly guided upward along both sides of the web of the H-beam 4, and then A fixing mechanism is provided at the top end of the pillar material 1 or the large beam truss material 2, and an appropriate tensile force is introduced to fix it, thereby lifting the load (long-term load) applied to the small beam truss material 3... It is said to be composed of In other words, most of the roof load received by the small beam members 3 is borne by the tensile stress of the PC steel rods 5,
This is transmitted to the pillar materials 1 and processed. In addition,
The cane material 4 acts as a tension material or a compression material depending on the magnitude and direction of the load, and handles the load on the small beam material 3.
例えば、風圧時の吹上げ、即ち屋根の浮揚力に対しては
、方杖材４を圧縮材又は引張材として働かせる。このと
きは小梁材３の支点間距離が小さくなるので、その分小
梁鋼材使用量の節減が図れるのである。For example, in response to upheaval caused by wind pressure, that is, the levitation force of the roof, the cane material 4 acts as a compression material or a tension material. At this time, the distance between the supporting points of the small beams 3 becomes smaller, so the amount of steel used for the small beams can be reduced accordingly.
また、強風時あるいは地震時に生ずる横力は。Also, what about the lateral forces that occur during strong winds or earthquakes?
梁間方向には小梁材３と方杖材４に、そして桁行方向に
は大梁トラス２とつなぎ梁６…とにそれぞれ応力伝達を
させて抵抗させる。この時も方杖材４は圧縮材又は引張
材として働く。Stress is transmitted and resisted to the small beam members 3 and the beam members 4 in the direction between the beams, and to the girder truss 2 and the connecting beams 6 in the cross-beam direction. At this time as well, the rod member 4 acts as a compressive member or a tensile member.
小梁材３とつなぎ梁６とで構成したトラス屋根の上面に
は、屋根仕上材７が敷設されている。但し、方杖材４に
沿う傾滑屋根部分にはワイヤーウェーブ等の透明仕上げ
材７′を敷設して建物内に自然採光が図られている。ま
た、斜め屋根部分の一部には、開閉自在な窓となる突出
し部分８を設けて自然換気を行なう構成とされている。A roof finishing material 7 is laid on the upper surface of the truss roof made up of the small beams 3 and the connecting beams 6. However, a transparent finishing material 7' such as wire wave is laid on the sloped roof portion along the cane 4 to allow natural lighting into the building. In addition, a projecting portion 8 serving as a window that can be opened and closed is provided in a part of the slanted roof portion to provide natural ventilation.
方杖材４と小梁材３とが形成する三角形状の屋根裏空間
９は、設備スペースとして利用しダクト、配線及び配管
類が敷設されている。A triangular attic space 9 formed by the cane material 4 and the small beam material 3 is used as an equipment space, and ducts, wiring, and piping are laid therein.
異なる実施態様
小梁材としては、上記Ｉビーム材のほかに、第５図Ａ、
Ｈに示したように、上下弦材３ａ、３ｂとしてＨ形鋼を
横向きに使用し、その間の斜材３ＣとしてＨ形鋼又はア
ングルを組入れたトラス（組立梁）で実施することもで
きる。この場合にも下弦材３ｂたるＨ形鋼の両構内に緊
張材としてのＰＣ鋼棒５を沿わせて付設した構成とされ
る。Different embodiments In addition to the above I-beam materials, the small beam materials shown in Fig. 5A,
As shown in H, it is also possible to use H-shaped steel horizontally as the upper and lower chord members 3a and 3b, and use a truss (assembly beam) incorporating H-shaped steel or angles as the diagonal member 3C between them. In this case as well, the structure is such that PC steel rods 5 as tension members are attached along both ends of the H-shaped steel serving as the lower chord member 3b.
また、方丈材４としてはパイプ材を使用することもでき
る
本発明が奏する効果
以上に実施例と併せて詳述したとおりであって、この発
明に係る長大スパンの大屋根架橋によれば、１００ｍ〜
２００ｍの長大スパンを柱無し空間とした建物を構築で
きるので、工場とか音楽堂あるいは飛行機格納庫などの
建屋として、有効床面積が広く、そして、じゃま物が無
くて見通しが良く広い大空間を種々便利に経済的に使用
することを可能ならしめる。Further, as the hojyo material 4, a pipe material may be used.As described in detail in conjunction with the embodiments, the effect of the present invention is as follows.According to the large roof bridge with a long span according to the present invention, ~
Since it is possible to construct a building with a long span of 200 m without pillars, it has a wide effective floor area and can be used as a building such as a factory, music hall, or airplane hangar, and it is convenient to create a large space with a good view and no obstructions. make it possible to use it economically.
しかも、この大屋根架橋は、常時荷重を緊張材５で吊り
支える構造であるため、特に小梁材３の部材断面積を小
さくでき、その鋼材使用量を節減して軽量で安価な無柱
大空間建物の建設に寄与するのである。Furthermore, since this large roof bridge has a structure in which the load is constantly suspended and supported by the tension members 5, the cross-sectional area of the small beam members 3 can be particularly reduced, and the amount of steel used can be reduced, making it lightweight and inexpensive. It contributes to the construction of spatial buildings.
第１図はこの発明に係る大屋根架構の概要を示した正面
図、第２図は同前の斜視図、第３図Ａ。
Ｂは小梁材の構造例を示した正面図と横断面図、第４図
は小梁材と方丈材及び柱材の架橋部分を詳示した正面図
、第５図ＡとＢは小梁材の異なる例を示した正面図と横
断面図である。FIG. 1 is a front view showing an outline of the large roof frame according to the present invention, FIG. 2 is a perspective view of the same, and FIG. 3A. B is a front view and a cross-sectional view showing an example of the structure of small beams, Figure 4 is a front view showing the bridging part of small beams, hojo pieces, and columns in detail, and Figure 5 A and B are small beams. FIG. 3 is a front view and a cross-sectional view showing different examples of materials.
Claims (1)
位置よりも上方に方杖材取付け高さをもつ柱材（１）（
１）を建て、桁行方向には各柱材（１）（１）間に大梁
トラス（２）を架設し、梁間方向には柱材（１）（１）
同士の間及び大梁トラス（２）（２）間に小梁材（３）
…を架設してあり、また、柱材（１）又は大梁トラス（
２）の天端と小梁材（３）との間に方杖材（４）を設置
し、小梁材（３）の長手方向に緊張材（５）を付設し、
該緊張材（５）の両端は方杖材（４）に沿って柱材（１
）または大梁トラス（２）の天端に予引張力を導入して
定着し長期屋根荷重を緊張材（５）により吊り上げてい
ることを特徴とする長大スパンの大屋根架構。[Scope of Claims] [1] Column material (1) with required spacing in the direction between the beams and with the installation height of the cane material above the small beam installation position (
1), and a girder truss (2) is erected between each column (1) (1) in the girder direction, and a girder truss (2) is erected between each column (1) (1) in the direction between the beams.
Small beams (3) between each other and between the main beam trusses (2) (2)
... have been erected, and the pillar material (1) or girder truss (
A cane material (4) is installed between the top of 2) and the small beam material (3), and a tension material (5) is attached in the longitudinal direction of the small beam material (3).
Both ends of the tension member (5) are connected to the column member (1) along the cane member (4).
) or a large roof frame with a long span, characterized in that a pre-tension force is introduced and fixed at the top of the girder truss (2), and the long-term roof load is lifted by tension members (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62278281A JPH083203B2 (en) | 1987-11-05 | 1987-11-05 | Large roof frame with long span |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62278281A JPH083203B2 (en) | 1987-11-05 | 1987-11-05 | Large roof frame with long span |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01121427A true JPH01121427A (en) | 1989-05-15 |
| JPH083203B2 JPH083203B2 (en) | 1996-01-17 |
Family
ID=17595164
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP62278281A Expired - Lifetime JPH083203B2 (en) | 1987-11-05 | 1987-11-05 | Large roof frame with long span |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH083203B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007270505A (en) * | 2006-03-31 | 2007-10-18 | Kumagai Gumi Co Ltd | Structure of building |
| JP2007270504A (en) * | 2006-03-31 | 2007-10-18 | Kumagai Gumi Co Ltd | Framework of building |
| CN104805902A (en) * | 2015-02-10 | 2015-07-29 | 中国航空规划建设发展有限公司 | Structure for improving stress performance of hangar |
| CN114215191A (en) * | 2022-02-23 | 2022-03-22 | 北京建工集团有限责任公司 | Modular hoisting and two-stage integral synchronous lifting method for ultra-large span steel roof |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008054619A (en) * | 2006-09-01 | 2008-03-13 | Daisen & Co Ltd | Gardening house structure |
-
1987
- 1987-11-05 JP JP62278281A patent/JPH083203B2/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007270505A (en) * | 2006-03-31 | 2007-10-18 | Kumagai Gumi Co Ltd | Structure of building |
| JP2007270504A (en) * | 2006-03-31 | 2007-10-18 | Kumagai Gumi Co Ltd | Framework of building |
| JP4699260B2 (en) * | 2006-03-31 | 2011-06-08 | 株式会社熊谷組 | Building structure |
| CN104805902A (en) * | 2015-02-10 | 2015-07-29 | 中国航空规划建设发展有限公司 | Structure for improving stress performance of hangar |
| CN114215191A (en) * | 2022-02-23 | 2022-03-22 | 北京建工集团有限责任公司 | Modular hoisting and two-stage integral synchronous lifting method for ultra-large span steel roof |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH083203B2 (en) | 1996-01-17 |
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