JP4843709B2 - Construction method of large space building - Google Patents

Construction method of large space building Download PDF

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JP4843709B2
JP4843709B2 JP2009500026A JP2009500026A JP4843709B2 JP 4843709 B2 JP4843709 B2 JP 4843709B2 JP 2009500026 A JP2009500026 A JP 2009500026A JP 2009500026 A JP2009500026 A JP 2009500026A JP 4843709 B2 JP4843709 B2 JP 4843709B2
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truss
roof frame
roof
support
joined
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JPWO2008102429A1 (en
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雄太郎 仁科
秀樹 安藤
充政 鍋田
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東急建設株式会社
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/342Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/35Extraordinary methods of construction, e.g. lift-slab, jack-block

Description

本発明は、飛行機の格納庫、スポーツ用の屋根付き競技場、倉庫などのような中間部に柱や壁を設けることができない、大空間建物の構築方法に関するものである。   The present invention relates to a method for constructing a large space building in which pillars and walls cannot be provided at intermediate portions such as airplane hangars, sports covered stadiums, and warehouses.

従来、特許文献1,2に開示されているように、四隅に立設した柱の上にトラスによって構成される屋根架構を架け渡すことで、大空間建物を構築する方法が知られている。 Conventionally, as disclosed in Patent Documents 1 and 2, a method of constructing a large space building by bridging a roof frame composed of trusses on columns erected at four corners is known.

この屋根架構を柱間に架け渡す方法には、様々な方法が提案され、実施されている。
例えば、屋根架構を設置する高さまで仮設支保工を組んでおき、その仮設支保工の上にジャッキを設置し、伸長したジャッキの上で屋根架構を組み立てた後に、ジャッキを降ろしておこなうジャッキダウン工法がある。 For example, a jack-down method in which a temporary support is assembled up to the height at which the roof frame is installed, a jack is installed on the temporary support, the roof frame is assembled on the extended jack, and then the jack is lowered. There is.
また、地上で屋根架構を組み立てておいて、柱の上端にジャッキを設置し、そのジャッキを通したPC鋼線の下端を屋根架構に連結し、ジャッキのストロークによって屋根架構を所定の位置まで吊り上げた後に、柱の上端と屋根架構を接合するリフトアップ工法がある。 In addition, the roof frame is assembled on the ground, a jack is installed at the upper end of the pillar, the lower end of the PC steel wire through the jack is connected to the roof frame, and the roof frame is lifted to a predetermined position by the stroke of the jack. After that, there is a lift-up method that joins the upper end of the pillar and the roof frame.
特許第2945917号Patent No. 2945917 特許第2979039号Patent No. 2979039 Various methods have been proposed and implemented as a method of bridging the roof frame between columns. Various methods have been proposed and implemented as a method of bridging the roof frame between columns.
For example, a jack-down method in which a temporary support is built up to the height at which the roof frame is installed, a jack is installed on the temporary support, the roof frame is assembled on the extended jack, and then the jack is lowered. There is. For example, a jack-down method in which a temporary support is built up to the height at which the roof frame is installed, a jack is installed on the temporary support, the roof frame is assembled on the extended jack, and then the jack is lowered. There is.
Also, the roof frame is assembled on the ground, a jack is installed at the upper end of the pillar, the lower end of the PC steel wire that passes through the jack is connected to the roof frame, and the roof frame is lifted to a predetermined position by the stroke of the jack. After that, there is a lift-up method that joins the top of the column and the roof frame. Also, the roof frame is assembled on the ground, a jack is installed at the upper end of the pillar, the lower end of the PC steel wire that passes through the jack is connected to the roof frame, and the roof frame is lifted to a predetermined position by the stroke of the jack. After that, there is a lift-up method that joins the top of the column and the roof frame.
Patent No. 2,945,917 Patent No. 2,945,917 Japanese Patent No. 2979039 Japanese Patent No. 2979039

しかしながら、従来のジャッキダウン工法では、屋根架構の面積及び設置する高さに比例して仮設支保工が大掛かりになるため、大空間建物を構築する場合は、仮設支保工の設置及び撤去に手間がかかり、工期が長くなったり、工費が高くなったりする原因になる。
一方、飛行機の格納庫のように前面に柱を設けることができない大スパンを必要とする架構を、リフトアップ工法で構築しようとすると、屋根架構を吊り上げる際に、自重によって面状の屋根架構にたわみやねじりが生じることになる。
そして、このような屋根架構の吊り上げ時の変形を修正することなく柱との接合をおこなうと、その応力状態が構築後も続くことになり、長期的な作用荷重として屋根架構の補強をおこなわなければならず、製作コストが増加する。 Then, if the roof frame is joined to the column without correcting the deformation at the time of lifting, the stress state will continue even after the construction, and the roof frame must be reinforced as a long-term acting load. Therefore, the production cost increases.
また、架設時の屋根架構の変形が大きくなると、接合する柱との相対位置のずれが生じ、接合のための位置合わせに手間がかかり、作業効率が低下する。 Further, if the deformation of the roof frame at the time of erection becomes large, the relative position with the column to be joined is deviated, and it takes time and effort to align the roof structure for joining, and the work efficiency is lowered. However, with the conventional jack-down method, temporary support works become large in proportion to the area of the roof frame and the installation height, so when building a large space building, it takes time to install and remove the temporary support works. Therefore, the construction period becomes longer and the construction cost becomes higher. However, with the conventional jack-down method, temporary support works become large in proportion to the area of ​​the roof frame and the installation height, so when building a large space building, it takes time to install and remove the temporary support works. , the construction period becomes longer and the construction cost becomes higher.
On the other hand, if you try to build a frame that requires a large span, such as an airplane hangar, that cannot be equipped with a pillar on the front, the lift-up method will cause the roof frame to bend due to its own weight when the roof frame is lifted. And torsion will occur. On the other hand, if you try to build a frame that requires a large span, such as an airplane hangar, that cannot be equipped with a pillar on the front, the lift-up method will cause the roof frame to bend due to its And torsion will occur. Own weight when the roof frame is lifted.
And, if such a roof frame is joined to a column without correcting the deformation at the time of lifting, the stress state will continue after construction, and the roof frame must be reinforced as a long-term working load. The manufacturing cost increases. And, if such a roof frame is joined to a column without correcting the deformation at the time of lifting, the stress state will continue after construction, and the roof frame must be reinforced as a long-term working load. The manufacturing cost increases.
Further, when the roof frame is greatly deformed at the time of erection, the relative position with respect to the columns to be joined is shifted, and it takes time to align the positions for joining, and the working efficiency is lowered. Further, when the roof frame is greatly deformed at the time of erection, the relative position with respect to the columns to be joined is correlated, and it takes time to align the positions for joining, and the working efficiency is lowered.

そこで、本発明は、リフトアップ時の変形によって架設後も残留する応力を低減することが可能な大空間建物の構築方法を提供することを目的としている。   Therefore, an object of the present invention is to provide a method for constructing a large space building capable of reducing stress remaining after erection due to deformation during lift-up.

前記目的を達成するために、本発明の大空間建物の構築方法は、前方側に門形トラスの柱となるトラス柱を横方向に間隔を置いて立設するとともに、後方側に後方支持部を構築し、前記門形トラスの梁となるトラス梁と、そのトラス梁から前記後方側に延設される屋根架構を一体として地上付近で組み立て、前記トラス梁と前記屋根架構の後方端部を所定の高さまで吊り上げ、前記トラス梁よりも前記後方端部の方が高くなる位置まで吊り上げた状態で前記トラス梁と前記トラス柱とを接合し、前記後方端部を下げて前記後方支持部と接合する。   In order to achieve the above object, the method for constructing a large space building according to the present invention is such that a truss column that is a column-shaped truss column is erected on the front side at intervals in the lateral direction, and a rear support portion is disposed on the rear side. The truss beam to be the beam of the gate-shaped truss and the roof frame extending from the truss beam to the rear side are integrally assembled near the ground, and the truss beam and the rear end of the roof frame are assembled. The truss beam and the truss column are joined in a state where the truss beam is lifted to a predetermined height and the rear end portion is lifted to a position higher than the truss beam, and the rear end portion is lowered to the rear support portion. Join.

このように構成された本発明の大空間建物の構築方法は、地上付近で組み立てられる屋根架構の前方には門形トラスを構成するトラス梁が設けられており、このトラス梁よりも屋根架構の後方端部の方が高くなるようにして吊り上げる。
このように後方端部を高く吊り上げることで、トラス梁の傾きが減少又は消滅し、容易にトラス柱との位置合わせをおこなうことできる。
また、トラス梁の傾きを修正してトラス柱と接合した後に、屋根架構の後方端部を下げて後方支持部に接合するようにすると、吊り上げ時に発生する応力よりも架設後の応力が小さくなって、屋根架構に残留する応力を低減することができる。 In addition, if the inclination of the truss beam is corrected and the roof is joined to the truss column, then the rear end of the roof frame is lowered to join the rear support, the stress after installation becomes smaller than the stress generated during lifting. Therefore, the stress remaining on the roof frame can be reduced. In the construction method of a large space building according to the present invention configured as described above, a truss beam constituting a portal truss is provided in front of the roof frame assembled near the ground, and the roof frame is more than the truss beam. Lift up so that the rear end is higher. In the construction method of a large space building according to the present invention configured as described above, a truss beam simply a portal truss is provided in front of the roof frame assembled near the ground, and the roof frame is more than the truss beam. Lift up so that the rear end is higher.
In this way, by lifting the rear end portion high, the inclination of the truss beam is reduced or eliminated, and alignment with the truss column can be easily performed. In this way, by lifting the rear end portion high, the approach of the truss beam is reduced or eliminated, and alignment with the truss column can be easily performed.
In addition, if the truss beam is corrected and joined to the truss column, the rear end of the roof frame is lowered and joined to the rear support, so the stress after installation will be smaller than the stress generated during lifting. Thus, the stress remaining on the roof frame can be reduced. In addition, if the truss beam is corrected and joined to the truss column, the rear end of the roof frame is lowered and joined to the rear support, so the stress after installation will be smaller than the stress generated during lifting. Thus, the stress remaining on the roof frame can be reduced.

本発明の最良の実施の形態の大空間建物の構築方法を説明するもので、図1(a)はトラス梁と屋根架構の後方端部が同じ高さであるときの曲げモーメント図、図1(b)はトラス梁より屋根架構の後方端部を高くしたときの曲げモーメント図、図1(c)は図1(b)の状態でトラス梁とトラス柱を接合して後方端部を下げたときの曲げモーメント図を示したものである。FIG. 1 (a) is a diagram showing a bending moment when a truss beam and a rear end of a roof frame are at the same height. FIG. Fig. 1 (b) is a bending moment diagram when the rear end of the roof frame is raised higher than the truss beam. Fig. 1 (c) is a state where the truss beam and truss column are joined in the state of Fig. 1 (b) and the rear end is lowered. A bending moment diagram is shown. 屋根架構を支持する後面部と側面部の構成を説明する斜視図である。 It is a perspective view explaining the structure of the rear surface part and side part which support a roof frame. トラス梁の後方側に屋根架構を延設した構成を説明する平面図である。 It is a top view explaining the structure which extended the roof frame in the back side of the truss beam. 図4(a)はトラス柱の間にトラス梁を組み上げる工程を示した正面図、図4(b)は同じ工程の屋根架構を側面側から見た側面図である。 FIG. 4A is a front view showing a process of assembling a truss beam between truss columns, and FIG. 4B is a side view of the roof frame in the same process as viewed from the side. 図5(a)はトラス柱の間のトラス梁の吊り上げる工程を示した正面図、図5(b)は同じ工程の屋根架構を側面側から見た側面図である。 Fig.5 (a) is the front view which showed the process of lifting the truss beam between truss pillars, FIG.5 (b) is the side view which looked at the roof frame of the same process from the side. 図6(a)はトラス梁の傾きを修正する工程を示した正面図、図6(b)は同じ工程の屋根架構を側面側から見た側面図である。 FIG. 6A is a front view showing a process of correcting the inclination of the truss beam, and FIG. 6B is a side view of the roof frame in the same process as viewed from the side. 図7(a)はトラス梁とトラス柱とを接合する工程を示した正面図、図7(b)は同じ工程の屋根架構を側面側から見た側面図である。 FIG. 7A is a front view showing a process of joining the truss beam and the truss column, and FIG. 7B is a side view of the roof frame in the same process as viewed from the side. 図8(a)は屋根架構の後方端部を後面部の上端に接合する工程を示した正面図、図8(b)は同じ工程の屋根架構を側面側から見た側面図である。 FIG. 8A is a front view showing a process of joining the rear end portion of the roof frame to the upper end of the rear surface part, and FIG. 8B is a side view of the roof frame in the same process viewed from the side. トラス梁と屋根架構をトラス柱、後面部及び側面部に接合した大空間架構の構成を説明する平面図である。 It is a top view explaining the structure of the large space frame which joined the truss beam and the roof frame to the truss pillar, the rear surface part, and the side part.

符号の説明Explanation of symbols

F 前方R 後方S 側方1 大空間架構(大空間建物)
2 門形トラス21 トラス柱22 トラス梁3 屋根架構32 屋根梁(後方端部)
4 後面部(後方支持部)
5 側面部(側方支持部)
7 吊点
F front R rear S side 1 large space frame (large space building)
2 Portal truss 21 Truss column 22 Truss beam 3 Roof frame 32 Roof beam (rear end)
4 Rear part (rear support part)
5 Side (side support)
7 Hanging points

以下、本発明の最良の実施の形態について図面を参照して説明する。
本実施の形態の大空間建物の構築方法では、飛行機の格納庫として使用する大空間架構1を大空間建物として説明する。
The best mode for carrying out the present invention will be described below with reference to the drawings.
In the large space building construction method of the present embodiment, the large space frame 1 used as an airplane hangar will be described as a large space building.

まず、図2,3,8を参照しながら大空間架構1の全体構成について説明する。
この大空間架構1は、図8(a)に示すような前方F側を構成する門形トラス2と、図2に示すような後方支持部としての後面部4と、その後面部4の両側に接続される側方支持部としての側面部5,5と、後面部4と側面部5,5とに架け渡される図3に示すような屋根架構3とから主に構成される。 The large space frame 1 is provided on both sides of a gate-shaped truss 2 constituting the front F side as shown in FIG. 8A, a rear surface portion 4 as a rear support portion as shown in FIG. 2, and a rear surface portion 4. It is mainly composed of side surface portions 5 and 5 as connected side support portions and a roof frame 3 as shown in FIG. 3 bridged between the rear surface portions 4 and the side surface portions 5 and 5. First, the overall configuration of the large space frame 1 will be described with reference to FIGS. First, the overall configuration of the large space frame 1 will be described with reference to FIGS.
The large space frame 1 includes a portal truss 2 constituting the front F side as shown in FIG. 8A, a rear surface portion 4 as a rear support portion as shown in FIG. It is mainly comprised from the side parts 5 and 5 as a side support part connected, and the roof frame 3 as shown in FIG. The large space frame 1 includes a portal truss 2 internally the front F side as shown in FIG. 8A, a rear surface portion 4 as a rear support portion as shown in FIG. It is mainly ferromagnetic from the side parts 5 and 5 as a side support part connected, and the roof frame 3 as shown in FIG.

この門形トラス2は、図8(a)に示すように、軸力部材となるH形鋼や山形鋼などの鋼材を三角形状に組み合わせて構築される平面トラスであって、横方向に間隔を置いて立設される両脇のトラス柱21,21と、その上端間に架け渡されるトラス梁22とによって構成される。   As shown in FIG. 8 (a), the portal truss 2 is a flat truss constructed by combining steel materials such as H-shaped steel and angle steel as axial force members in a triangular shape, and is spaced in the horizontal direction. The truss columns 21 and 21 on both sides are erected and the truss beam 22 spanned between the upper ends thereof.

このトラス柱21は、図2に示すように、H形鋼や山形鋼などの鋼材を三角形状に組み合わせて、上下方向に均一な平面視長方形の断面の塔状に製作される。
また、このトラス柱21,21間に架け渡されるトラス梁22は、図8(a)に示すように、H形鋼や山形鋼などの鋼材を三角形状に組み合わせて、中央部が盛り上がったアーチ状に製作される。
さらに、このトラス梁22の両端は、トラス柱21,21と接合する部分がハンチ状になるように、側方Sに向けて断面が漸増するように製作されている。 Further, both ends of the truss beam 22 are manufactured so that the cross sections gradually increase toward the side S so that the portions to be joined to the truss columns 21 and 21 have a haunch shape. As shown in FIG. 2, the truss column 21 is manufactured in a tower shape having a rectangular section in plan view that is uniform in the vertical direction by combining steel materials such as H-shaped steel and angle steel in a triangular shape. As shown in FIG. 2, the truss column 21 is manufactured in a tower shape having a rectangular section in plan view that is uniform in the vertical direction by combining steel materials such as H-shaped steel and angle steel in a triangular shape.
In addition, as shown in FIG. 8A, the truss beam 22 spanned between the truss columns 21 and 21 is an arch whose center portion is raised by combining steel materials such as H-shaped steel and angle steel in a triangular shape. It is manufactured in a shape. In addition, as shown in FIG. 8A, the truss beam 22 spanned between the truss columns 21 and 21 is an arch whose center portion is raised by combining steel materials such as H-shaped steel and angle steel in a triangular shape. It is manufactured in a shape.
Furthermore, both ends of the truss beam 22 are manufactured so that the cross section gradually increases toward the side S so that the portions joined to the truss columns 21 and 21 have a haunch shape. Furthermore, both ends of the truss beam 22 are manufactured so that the cross section gradually increases toward the side S so that the sections joined to the truss columns 21 and 21 have a haunch shape.

一方、屋根架構3は、図3に示すように、門形トラス2のトラス梁22の後方R側に平面視略長方形状に延設される。
この屋根架構3は、トラス梁22の長尺方向に略直交する方向に延設される複数の屋根トラス31,・・・と、屋根架構3の後方端部で屋根トラス31,・・・間を連結する屋根梁32と、屋根トラス31,・・・間を平面視斜めに連結する斜材33,・・・と、屋根トラス31,・・・間を平面視横方向に連結する横材34,・・・とによって構成される。
On the other hand, as shown in FIG. 3, the roof frame 3 extends in a substantially rectangular shape in plan view on the rear R side of the truss beam 22 of the portal truss 2.
The roof frame 3 includes a plurality of roof trusses 31 extending in a direction substantially orthogonal to the longitudinal direction of the truss beam 22, and the roof trusses 31,. Are connected to each other in a plan view obliquely between the roof trusses 31,... 34,... The roof frame 3 includes a plurality of roof trusses 31 extending in a direction substantially orthogonal to the longitudinal direction of the truss beam 22, and the roof trusses 31,. Are connected to each other in a plan view obliquely between the roof trusses 31, ... 34, ...

この屋根トラス31は、図8(b)に示すように、H形鋼や山形鋼などの鋼材を三角形状に組み合わせて、いわゆるプラットトラスの形状に製作され、前方F側がトラス梁22に接合される。 As shown in FIG. 8B, the roof truss 31 is manufactured in a so-called platform truss shape by combining steel materials such as H-shaped steel and angle steel, and the front F side is joined to the truss beam 22. The

また、このような屋根架構3の後方端部の屋根梁32を接合する後面部4は、図2に示すように、横方向に間隔をおいて立設される複数の後面柱41,・・・と、その後面柱41,・・・間を横方向に連結する横材43,・・・と、後面柱41,41間を所定の個所で補強する補強トラス44,・・・と、後面柱41,・・・を設置する架台42,・・・とによって主に構成される。   Further, as shown in FIG. 2, the rear surface portion 4 that joins the roof beams 32 at the rear end portion of the roof frame 3 has a plurality of rear surface columns 41,. .. and rear members 43,... For connecting the rear columns 41,..., Reinforcing trusses 44 for reinforcing the rear columns 41, 41 at predetermined locations,. It is mainly comprised by the mount frame 42 ... which installs the pillar 41, ....

さらに、屋根架構3の側縁を接合する側面部5は、図2に示すように、横方向に間隔をおいて立設される複数の側面柱51,・・・と、その側面柱51,・・・間を横方向に連結する横材52,・・・と、側面柱51,51間を補強する補強トラス53,・・・とによって主に構成される。
そして、この側面部5,5は、前方F側の端部が、門形トラス2のトラス柱21,21にそれぞれ接合される。
Further, as shown in FIG. 2, the side surface portion 5 that joins the side edges of the roof frame 3 includes a plurality of side columns 51,. ... mainly composed of cross members 52,... That are connected in the horizontal direction, and reinforcing trusses 53,.
The side portions 5 and 5 are joined to the truss columns 21 and 21 of the portal truss 2 at the front F-side ends. The side portions 5 and 5 are joined to the truss columns 21 and 21 of the portal truss 2 at the front F-side ends.

以上に説明したように、この大空間架構1は、図2に示すような後面部4と側面部5,5とトラス柱21,21とによって平面視略C形に形成された架構の上端に、図3に示すような屋根架構3とトラス梁22とを一体にした打上げ部材を接合することで構成される。 As described above, the large space frame 1 is formed at the upper end of the frame formed in a substantially C shape in plan view by the rear surface portion 4, the side surface portions 5, 5 and the truss columns 21, 21 as shown in FIG. 3 is formed by joining a launch member in which the roof frame 3 and the truss beam 22 are integrated as shown in FIG.

次に、図4−図8を参照しながら、本実施の形態の大空間架構1の構築方法について説明する。 Next, the construction method of the large space frame 1 of the present embodiment will be described with reference to FIGS.

まず、図4(a)に示すように、横方向に間隔を置いて門形トラス2の柱となるトラス柱21,21を立設する。このトラス柱21,21の間隔は、例えば構築する大空間架構1が飛行機の格納庫に使用される場合には、150 m以上になる。
また、そのトラス柱21,21に接合する側面部5,5、及び側面部5,5間を後方R側で連結する後面部4を構築する(図2参照)。 Further, the side surface portions 5 and 5 joined to the truss columns 21 and 21 and the rear surface portion 4 connecting the side surface portions 5 and 5 on the rear R side are constructed (see FIG. 2). First, as shown in FIG. 4A, truss columns 21 and 21 that are columns of the portal truss 2 are erected at intervals in the horizontal direction. The space between the truss columns 21 and 21 is, for example, 150 m or more when the large space frame 1 to be constructed is used for an aircraft hangar. First, as shown in FIG. 4A, truss columns 21 and 21 that are columns of the portal truss 2 are erected at intervals in the horizontal direction. The space between the truss columns 21 and 21 is, for example, 150 m or more when the large space frame 1 to be constructed is used for an aircraft hangar.
Further, the side surface portions 5 and 5 joined to the truss columns 21 and 21 and the rear surface portion 4 that connects the side surface portions 5 and 5 on the rear R side are constructed (see FIG. 2). Further, the side surface portions 5 and 5 joined to the truss columns 21 and 21 and the rear surface portion 4 that connects the side surface portions 5 and 5 on the rear R side are constructed (see FIG. 2).

続いて、側面部5,5及び後面部4に囲まれた範囲、及びトラス柱21,21間の地上に、図4(a),(b)に示すように組立架台6,・・・を設置する。
そして、この組立架台6,・・・上に、図4(a)に示すようにトラス梁22を組み立て、そのトラス梁22の後方に、図4(b)に示すように屋根架構3を延設する。 Then, the truss beam 22 is assembled on the assembly frames 6, ... As shown in FIG. 4 (a), and the roof frame 3 is extended behind the truss beam 22 as shown in FIG. 4 (b). Set up.
この屋根架構3は、吊り上げによって中央が撓む分を見越して、中央が盛り上がったアーチ状に組み立てる。 The roof frame 3 is assembled in an arch shape with a raised center in anticipation of bending of the center due to lifting. Subsequently, as shown in FIGS. 4 (a) and 4 (b), an assembly frame 6,... Is placed on the area surrounded by the side surface portions 5, 5 and the rear surface portion 4 and the ground between the truss columns 21, 21. Install. 4 (a) and 4 (b), an assembly frame 6, ... Is placed on the area surrounded by the side surface portions 5, 5 and the rear surface portion 4 and the ground between the truss columns 21, 21. Install.
Then, a truss beam 22 is assembled on the assembly frames 6,... As shown in FIG. 4 (a), and the roof frame 3 is extended behind the truss beam 22 as shown in FIG. 4 (b). Set up. Then, a truss beam 22 is assembled on the assembly frames 6, ... As shown in FIG. 4 (a), and the roof frame 3 is extended behind the truss beam 22 as shown in FIG. 4 (b). Set up.
This roof frame 3 is assembled in an arch shape with the center raised in anticipation of the center being bent by lifting. This roof frame 3 is assembled in an arch shape with the center raised in anticipation of the center being bent by lifting.

このようにして地上付近の組立架台6,・・・の上でトラス梁22と屋根架構3を組み立てた後に、所定の高さまで吊り上げる。
この吊り上げは、図5(a),(b)に示した吊点7,・・・の位置においておこなう。例えば図示は省略してあるが、トラス柱21,21の上端からトラス梁22側に張り出した架台にジャッキを設置し、そのジャッキから吊り下げたPC鋼線の下端をトラス梁22の両端の吊点7,7に連結する(図5(a))。
また、後面柱41の上端にも同様にジャッキを設置し、そこから吊り下げたPC鋼線の下端を屋根架構3の屋根梁32の吊点7に連結する(図5(b))。 Similarly, a jack is installed at the upper end of the rear pillar 41, and the lower end of the PC steel wire suspended from the jack is connected to the hanging point 7 of the roof beam 32 of the roof frame 3 (FIG. 5 (b)). さらに、トラス梁22の中間など、ジャッキを設置する架台がない個所に吊点7,・・・を設ける場合は、仮設の支柱(図示せず)を立設して、その仮設支柱の上端に設置したジャッキと吊点7,・・・とを連結する(図5(a))。 Further, when the suspension points 7, ... Are provided in a place where there is no mount for installing the jack, such as in the middle of the truss beam 22, a temporary support column (not shown) is erected at the upper end of the temporary column. The installed jack and the hanging points 7, ... Are connected (Fig. 5 (a)). In this way, after assembling the truss beam 22 and the roof frame 3 on the assembly bases 6... Near the ground, they are lifted to a predetermined height. In this way, after assembling the truss beam 22 and the roof frame 3 on the assembly bases 6 ... Near the ground, they are lifted to a predetermined height.
This lifting is performed at the positions of the lifting points 7 shown in FIGS. 5 (a) and 5 (b). For example, although not shown in the figure, a jack is installed on a frame extending from the upper end of the truss columns 21 and 21 toward the truss beam 22, and the lower end of the PC steel wire suspended from the jack is suspended at both ends of the truss beam 22. Connected to points 7 and 7 (FIG. 5A). This lifting is performed at the positions of the lifting points 7 shown in FIGS. 5 (a) and 5 (b). For example, although not shown in the figure, a jack is installed on a frame extending from the upper end of the truss columns 21 and 21 toward the truss beam 22, and the lower end of the PC steel wire suspended from the jack is suspended at both ends of the truss beam 22. Connected to points 7 and 7 (FIG. 5A).
Similarly, a jack is also installed at the upper end of the rear column 41, and the lower end of the PC steel wire suspended therefrom is connected to the suspension point 7 of the roof beam 32 of the roof frame 3 (FIG. 5B). Further, when the suspension points 7,... Are provided at a place where there is no frame on which the jack is installed, such as in the middle of the truss beam 22, a temporary support column (not shown) is erected and is placed on the upper end of the temporary support column. The installed jack and the hanging points 7 are connected (FIG. 5A). Similarly, a jack is also installed at the upper end of the rear column 41, and the lower end of the PC steel wire suspended insulating is connected to the suspension point 7 of the roof beam 32 of the roof frame 3 (FIG. 5B) Further, when the suspension points 7, ... Are provided at a place where there is no frame on which the jack is installed, such as in the middle of the truss beam 22, a temporary support column (not shown) is erected And is placed on the upper end of the temporary support column. The installed jack and the hanging points 7 are connected (FIG. 5A).

そして、ジャッキのシリンダを伸長して、図5(a),(b)に示すようにトラス梁22と屋根架構3とを一体に吊り上げる。この吊り上げの開始直後は、図5(b)に示すように、トラス梁22と屋根梁32の高さが略同じ位置になるように吊り上げをおこなう。
このジャッキによる吊り上げは、ジャッキの伸長、盛り替え、収縮を繰り返すことでおこなう。
And the cylinder of a jack is extended | expanded and the truss beam 22 and the roof frame 3 are integrally lifted as shown to Fig.5 (a), (b). Immediately after the start of the lifting, as shown in FIG. 5B, the lifting is performed so that the truss beam 22 and the roof beam 32 are at substantially the same height.
Lifting with a jack is performed by repeatedly extending, refilling and contracting the jack.

この図5(b)に示すように、屋根架構3の前方F側と後方R側が同じ高さにある場合は、屋根架構3の中央部が窪んで円弧状に撓み、トラス梁22が時計回りに回転RAして傾き、トラス柱21との間で位置ずれが生じることになる。   As shown in FIG. 5B, when the front F side and the rear R side of the roof frame 3 are at the same height, the central part of the roof frame 3 is recessed and bent in an arc shape, and the truss beam 22 rotates clockwise. Rotate to RA and tilt to cause a positional shift with the truss column 21.

そこで、図6(b)に示すように、トラス梁22よりも屋根架構3の後方R側の端部の位置が高くなるように、屋根梁32側の吊り上げを先行させる。このようにしてトラス梁22の反対側を高く吊り上げると、トラス梁22が今度は反時計回りに回転RBして傾きが修正される。   Therefore, as shown in FIG. 6B, the roof beam 32 is lifted first so that the position of the end portion on the rear R side of the roof frame 3 is higher than the truss beam 22. When the opposite side of the truss beam 22 is lifted in this way, the truss beam 22 is now rotated RB counterclockwise, and the inclination is corrected.

このように前方F側が下がった状態のまま、図7(a),(b)に示すように、前方Fのトラス梁22がトラス柱21,21の上端の高さにくるまで屋根架構3とともに吊り上げ、トラス柱21,21とトラス梁22をボルトなどによって接合する。この際、トラス梁22の傾きは修正されているので、トラス柱21,21との側面視での相対的な位置合わせが容易で、効率よく両者を接合することができる。この位置合わせは、例えばミリ単位の精度でおこなわれる。   7A and 7B with the front F side lowered as described above, together with the roof frame 3 until the front F truss beam 22 is at the height of the upper ends of the truss columns 21 and 21. The truss columns 21 and 21 and the truss beam 22 are joined by bolts or the like. At this time, since the inclination of the truss beam 22 is corrected, relative alignment with the truss columns 21 and 21 in a side view is easy, and both can be efficiently joined. This alignment is performed with an accuracy of, for example, millimeters.

そして、図8(a)に示すように、トラス柱21,21の上端とトラス梁22の両端とを接合して門形トラス2を閉合させることになるが、トラス梁22の両端付近の吊点7,7以外の吊点7,・・・による支持はそのまま維持しておく。   Then, as shown in FIG. 8A, the upper ends of the truss columns 21 and 21 and both ends of the truss beam 22 are joined to close the portal truss 2. Support by the suspension points 7 other than the points 7, 7 is maintained as it is.

この門形トラス2の閉合後に、図8(b)に示すように、屋根架構3の後方R側の屋根梁32を後面柱41の上端位置まで下げて、後面部4と屋根梁32とを接合する。   After the portal truss 2 is closed, as shown in FIG. 8 (b), the roof beam 32 on the rear R side of the roof frame 3 is lowered to the upper end position of the rear column 41, and the rear surface portion 4 and the roof beam 32 are moved. Join.

また、この時点では、屋根架構3の側縁は自重によって中央部が撓み、予めアーチ状に上げ越して製作された分が消滅し、図8(b)に示すように直線状になる。このように直線状になった屋根架構3の側縁と側面部5,5の上端とは、位置合わせがし易く容易に両者を接合することができる。   Further, at this time, the side edge of the roof frame 3 is bent at its center by its own weight, and the part that has been preliminarily raised in an arch shape disappears and becomes a straight line as shown in FIG. The side edges of the roof frame 3 and the upper ends of the side surfaces 5 and 5 that are thus linear can be easily aligned and can be easily joined together.

そして、トラス梁22の中間部の吊点7,・・・による支持を解除することで仮設状態が解除された大空間架構1の平面図を、図9に示す。この平面図に示すように、屋根架構3は後面部4と側面部5,5の内側縁に沿って配置される。   And the top view of the large space frame 1 by which the temporary state was cancelled | released by canceling | releasing the support by the suspension point 7, ... of the intermediate part of the truss beam 22 is shown in FIG. As shown in this plan view, the roof frame 3 is disposed along the inner edges of the rear surface portion 4 and the side surface portions 5 and 5.

次に、本実施の形態の大空間架構1の構築方法の作用について、図1を参照しながら説明する。 Next, the operation of the construction method of the large space frame 1 of the present embodiment will be described with reference to FIG.

まず、図1(a)に示すように、吊り上げたときにトラス梁22と屋根梁32の高さが同じ位置にあるときは、屋根架構3は撓んで曲げモーメントM1が発生するとともに、トラス梁22は上端が屋根架構3側に傾くように回転RAする。
この回転したトラス梁22は、一点鎖線で示したトラス柱21の位置とは側面視でずれており、このままの位置関係では両者を接合することができない。 The rotated truss beam 22 is laterally displaced from the position of the truss column 21 shown by the alternate long and short dash line, and the two cannot be joined in the same positional relationship. First, as shown in FIG. 1A, when the truss beam 22 and the roof beam 32 are at the same position when lifted, the roof frame 3 is bent to generate a bending moment M1, and the truss beam. 22 rotates RA so that an upper end inclines to the roof frame 3 side. First, as shown in FIG. 1A, when the truss beam 22 and the roof beam 32 are at the same position when lifted, the roof frame 3 is bent to generate a bending moment M1, and the truss beam. 22 rotates RA so that an upper end inclines to the roof frame 3 side.
The rotated truss beam 22 deviates from the position of the truss column 21 indicated by the alternate long and short dash line in a side view, and the two cannot be joined in the same positional relationship. The rotated truss beam 22 deviates from the position of the truss column 21 indicated by the alternate long and short dash line in a side view, and the two cannot be joined in the same positional relationship.

そこで、図1(b)に示すように、屋根架構3の後方R側の屋根梁32を、トラス梁22よりも高い位置になるまで吊り上げることで、トラス梁22の傾きを修正してトラス柱21に接合できる姿勢に制御する。   Therefore, as shown in FIG. 1B, the inclination of the truss beam 22 is corrected by lifting the roof beam 32 on the rear R side of the roof frame 3 to a position higher than the truss beam 22, thereby correcting the truss column. The posture is controlled so that it can be joined to 21.

このように後方端部の屋根梁32を高く吊が上げることで、曲げモーメントM2が発生した状態ではあるが、トラス梁22の傾きが減少又は消滅し、容易にトラス柱21との側面視での位置合わせをおこなうことできる。
また、トラス梁22が鉛直方向で傾いていなければ、平面視での位置合わせも容易におこなうことができる。
In this way, the roof beam 32 at the rear end is lifted high so that the bending moment M2 is generated. However, the inclination of the truss beam 22 decreases or disappears, and it can be easily viewed from the side with the truss column 21. Can be aligned.
Further, if the truss beam 22 is not tilted in the vertical direction, alignment in a plan view can be easily performed.

そして、屋根梁32を高い位置に吊り上げたままの状態でトラス梁22とトラス柱21,21とを接合し、門形トラス2の構造体を閉合させる。その後、図1(c)に示すように、屋根梁32を後面部4の上端位置まで下げて両者を接合する。   Then, the truss beam 22 and the truss columns 21 and 21 are joined in a state where the roof beam 32 is lifted to a high position, and the structure of the portal truss 2 is closed. Then, as shown in FIG.1 (c), the roof beam 32 is lowered | hung to the upper end position of the rear surface part 4, and both are joined.

このように門形トラス2が閉合し、屋根架構3の前方F側が門形トラス2という構造体によって支持された状態になった後に、後方端部の屋根梁32を下げると、屋根架構3に残留する曲げモーメントMは、図1(a)に示した吊り上げ時の曲げモーメントM1よりも小さくなる。   Thus, after the portal truss 2 is closed and the front F side of the roof frame 3 is supported by the structure called the portal truss 2, the roof beam 32 at the rear end is lowered to form the roof frame 3. The remaining bending moment M is smaller than the bending moment M1 during lifting shown in FIG.

すなわち、図1(a)に示すように屋根架構3の前方F側と後方R側とが同じ高さで円弧状に撓んだ状態のままリフトアップし、トラス柱21,21及び後面部4に接合すると、図1(c)の二点鎖線で示すような曲げモーメントM1が吊り上げ時のまま残留することになる。   That is, as shown in FIG. 1A, the roof frame 3 is lifted up while the front F side and the rear R side are bent in an arc shape at the same height, and the truss columns 21 and 21 and the rear surface portion 4 are lifted up. When this is joined, a bending moment M1 as indicated by a two-dot chain line in FIG. 1C remains as it is lifted.

これに対して、トラス梁22よりも屋根架構3の後方端部の屋根梁32の方が高くなるように吊り上げることでトラス梁22の傾きを修正し(図1(b))、トラス梁22とトラス柱21,21とを接合した後に屋根架構3の後方端部を下げると、図1(c)に示すように屋根架構3の曲げモーメントMの最大値が小さくなる。   On the other hand, the inclination of the truss beam 22 is corrected by lifting the roof beam 32 so that the roof beam 32 at the rear end of the roof frame 3 is higher than the truss beam 22 (FIG. 1B). When the rear end of the roof frame 3 is lowered after the truss columns 21 and 21 are joined, the maximum value of the bending moment M of the roof frame 3 is reduced as shown in FIG.

このように発生する曲げモーメントMが低減されると、残留する応力も低減できるので、吊り上げ時に大幅に増加する応力に合わせた設計をおこなう必要がなく、屋根架構3や大空間架構1を経済的に構築することができる。   If the bending moment M generated in this way is reduced, the residual stress can also be reduced, so there is no need to design for the stress that greatly increases during lifting, and the roof frame 3 and the large space frame 1 are economical. Can be built.

また、地上付近で組立てられる屋根架構3の前方には、門形トラス2を構成するトラス梁22が設けられて剛性が増加しているので、吊り上げ時の自重による変形に対しても抵抗することができる。   In addition, since the truss beam 22 constituting the portal truss 2 is provided in front of the roof frame 3 assembled near the ground and the rigidity is increased, it resists deformation due to its own weight during lifting. Can do.

以上、図面を参照して、本発明の最良の実施の形態を詳述してきたが、具体的な構成は、この実施の形態に限らず、本発明の要旨を逸脱しない程度の設計的変更は、本発明に含まれる。   Although the best embodiment of the present invention has been described in detail with reference to the drawings, the specific configuration is not limited to this embodiment, and design changes that do not depart from the gist of the present invention are possible. Are included in the present invention.

例えば、前記実施の形態では、後方支持部及び側方支持部をトラス架構にした場合について説明したが、これに限定されるものではなく、後方支持部や側方支持部を、鋼板や鉄筋コンクリートなどで壁状に構築したり、前面と同様に門形トラスにしたりすることもできる。
また、前記実施の形態では、側方支持部として側面部を構築したが、これに限定されるものではなく、側方支持部を設けずに側方Sから見た場合も門形になるような大空間建物であってもよい。 Further, in the above-described embodiment, the side surface portion is constructed as the side support portion, but the present invention is not limited to this, and the gate shape is formed even when viewed from the side S without providing the side support portion. It may be a large space building. For example, in the above-described embodiment, the case where the rear support portion and the side support portion are trussed has been described. However, the present invention is not limited to this, and the rear support portion and the side support portion may be a steel plate, reinforced concrete, or the like. It can be built in the shape of a wall, or it can be a portal truss like the front. For example, in the above-described embodiment, the case where the rear support portion and the side support portion are trussed has been described. However, the present invention is not limited to this, and the rear support portion and the side support portion may be a steel plate, reinforced concrete, or the like. It can be built in the shape of a wall, or it can be a portal truss like the front.
Moreover, in the said embodiment, although the side part was constructed | assembled as a side support part, it is not limited to this, When it sees from the side S without providing a side support part, it becomes a portal form. It may be a large space building. Moreover, in the said embodiment, although the side part was constructed | assembled as a side support part, it is not limited to this, When it sees from the side S without providing a side support part, it becomes a portal form. It may be a large space building.

Claims (4)

  1. 前方側に門形トラスの柱となるトラス柱を横方向に間隔を置いて立設するとともに、後方側に後方支持部を構築し、
    前記門形トラスの梁となるトラス梁と、そのトラス梁から前記後方側に延設される屋根架構を地上付近で組み立て、
    前記トラス梁と前記屋根架構の後方端部を所定の高さまで吊り上げ、
    前記トラス梁よりも前記後方端部の方が高くなる位置まで吊り上げた状態で前記トラス梁と前記トラス柱とを接合し、
    前記後方端部を下げて前記後方支持部と接合することを特徴とする大空間建物の構築方法。
    The truss pillars that will be the pillars of the portal truss on the front side are erected at intervals in the horizontal direction, and the rear support part is constructed on the rear side.
    Assembling a truss beam to be a beam of the portal truss and a roof frame extending from the truss beam to the rear side near the ground, Assembling a truss beam to be a beam of the portal truss and a roof frame extending from the truss beam to the rear side near the ground,
    Lift the truss beam and the rear end of the roof frame to a predetermined height, Lift the truss beam and the rear end of the roof frame to a predetermined height,
    Joining the truss beam and the truss column in a state of being lifted up to a position where the rear end is higher than the truss beam, Joining the truss beam and the truss column in a state of being lifted up to a position where the rear end is higher than the truss beam,
    A construction method for a large space building, wherein the rear end portion is lowered and joined to the rear support portion. A construction method for a large space building, wherein the rear end portion is lowered and joined to the rear support portion.
  2. 前記後方支持部を構築する際に、前記屋根架構の両側縁を支持する側方支持部も構築し、
    前記トラス梁と前記トラス柱とを接合した後に、前記屋根架構を前記後方支持部及び前記側方支持部に接合することを特徴とする請求項1に記載の大空間建物の構築方法。 The method for constructing a large-space building according to claim 1, wherein the roof frame is joined to the rear support portion and the side support portion after the truss beam and the truss pillar are joined. When constructing the rear support portion, side support portions that support both side edges of the roof frame are also constructed, When constructing the rear support portion, side support portions that support both side edges of the roof frame are also constructed,
    The method for constructing a large space building according to claim 1, wherein after the truss beam and the truss column are joined, the roof frame is joined to the rear support part and the side support part. The method for constructing a large space building according to claim 1, wherein after the truss beam and the truss column are joined, the roof frame is joined to the rear support part and the side support part.
  3. 前記後方端部は、前記トラス梁と前記トラス柱とが側面視で合致する状態になるまで前記トラス梁より高く吊り上げることを特徴とする請求項1又は2に記載の大空間建物の構築方法。  The construction method of a large space building according to claim 1 or 2, wherein the rear end portion is lifted higher than the truss beam until the truss beam and the truss column are in a state of matching in a side view.
  4. 前記トラス梁には、両端付近と中間部とに吊点を設けるとともに、中間部の吊点を両端の吊点より高く吊り上げた状態で前記トラス梁と前記トラス柱とを接合することを特徴とする請求項1乃至3のいずれか1項に記載の大空間建物の構築方法。  The truss beam is provided with hanging points near both ends and the middle part, and the truss beam and the truss column are joined in a state where the hanging point of the intermediate part is lifted higher than the hanging points at both ends. The construction method of the large space building according to any one of claims 1 to 3.
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CN102635209B (en) * 2012-05-23 2014-10-08 中建二局第三建筑工程有限公司 Cornice steel skeleton and bracket steel skeleton for large-span big roof of pseudo-classic architecture and construction method of cornice steel skeleton and bracket steel skeleton
CN103696576A (en) * 2013-12-12 2014-04-02 上海通用金属结构工程有限公司 Method for constructing industrial heat supply station figured-steel structural roof
CN103669886A (en) * 2013-12-20 2014-03-26 上海市机械施工集团有限公司 Installation method for annular steel structure
CN103669887A (en) * 2013-12-20 2014-03-26 上海市机械施工集团有限公司 Temporary supporting frame for annular steel structure installation
CN104196246B (en) * 2014-08-27 2016-09-07 浙江精工钢结构集团有限公司 A kind of multidirectional stressed structure partial of continuous trusse evacuates lifting construction method in situ
WO2017127947A1 (en) * 2016-01-27 2017-08-03 Nüssli (Switzerland) Ltd. Supporting structure for a hall, stage, stand or bridge construction which can be assembled and disassembled multiple times
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