JP5448193B2 - Temporary roof support structure - Google Patents

Temporary roof support structure Download PDF

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JP5448193B2
JP5448193B2 JP2010271422A JP2010271422A JP5448193B2 JP 5448193 B2 JP5448193 B2 JP 5448193B2 JP 2010271422 A JP2010271422 A JP 2010271422A JP 2010271422 A JP2010271422 A JP 2010271422A JP 5448193 B2 JP5448193 B2 JP 5448193B2
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temporary
existing
pillar
temporary roof
support structure
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JP2012122200A (en
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誠 萱嶋
威信 古賀
英樹 市原
匡一 梅津
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Taisei Corp
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Taisei Corp
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本発明は、仮設屋根支持構造に関する。詳しくは、構造物を解体するための仮設屋根を支持する仮設屋根支持構造に関する。   The present invention relates to a temporary roof support structure. In detail, it is related with the temporary roof support structure which supports the temporary roof for dismantling a structure.

従来より、高層建築では、設備や躯体の老朽化を理由として、既存の建築物を解体し、新たに建築物を構築する建て替えが行われる場合がある。
ここで、既存の建築物を解体する方法として、例えば、以下のような手法が提案されている。すなわち、最上階にハットトラスからなる仮設屋根を設け、さらに、この仮設屋根を仮設柱であるマストで支持し、マストベースを介してこのマストを既存の建築物に支持させる。この仮設屋根に覆われた空間を解体作業スペースとし、この解体作業スペースで解体作業を行うことにより、粉塵や騒音を防止しつつ、建築物を解体する(特許文献1参照)。
Conventionally, in a high-rise building, there is a case where an existing building is dismantled and a new building is constructed due to the aging of facilities and structures.
Here, as a method for dismantling an existing building, for example, the following method has been proposed. That is, a temporary roof made of a hat truss is provided on the top floor, and the temporary roof is supported by a mast that is a temporary pillar, and the mast is supported by an existing building via a mast base. The space covered by the temporary roof is used as a dismantling work space, and the building is dismantled while preventing dust and noise by performing the dismantling work in this dismantling work space (see Patent Document 1).

特開平6−272403号公報JP-A-6-272403

ところで、上述の手法では、マストベースを介してマストに作用する荷重を既存梁で支持する。そして、解体作業の進行に伴って、マストベースを下階に盛り替えてゆく。
しかしながら、マストはスラブの中央付近に位置しているため、既存梁から離れており、マストベースを大型化する必要があった。よって、マストベースの製造コストが高くなって、解体作業にかかるコストが高くなっていた。また、マストベースの盛り替えに手間がかかるため、工期が長期化するという問題があった。
By the way, in the above-described method, a load acting on the mast is supported by the existing beam via the mast base. Then, as the dismantling work progresses, the mast base is changed to the lower floor.
However, since the mast is located near the center of the slab, it is far from the existing beams, and it was necessary to enlarge the mast base. Therefore, the manufacturing cost of the mast base is high, and the cost for the dismantling work is high. In addition, there is a problem that the construction period is prolonged because it takes time to replace the mast base.

本発明は、コストを低減しつつ短工期で構造物を解体できる仮設屋根支持構造を提供することを目的とする。   An object of this invention is to provide the temporary roof support structure which can disassemble a structure in a short construction period, reducing cost.

請求項1に記載の仮設屋根支持構造は、構造物を解体するための仮設屋根を支持する仮設屋根支持構造であって、略鉛直方向に延びる仮設柱と、当該仮設柱が係止するかんぬき部材と、を備え、当該かんぬき部材は、前記構造物の互いに直交する2つの既存梁に跨って配置されることを特徴とする。   The temporary roof support structure according to claim 1 is a temporary roof support structure for supporting a temporary roof for disassembling a structure, and a temporary pillar extending in a substantially vertical direction and a pinning member to which the temporary pillar is locked. The said piercing member is arrange | positioned ranging over the two existing beams orthogonal to each other of the said structure, It is characterized by the above-mentioned.

この発明によれば、かんぬき部材を構造物の互いに直交する2つの既存梁に跨って配置し、さらに、このかんぬき部材に仮設柱を係止させる。これにより、仮設柱はかんぬき部材を介して既存梁に支持されることになる。
この仮設柱を用いて、例えば、以下の手順で、構造物を解体する。
まず、仮設柱をかんぬき部材で既存梁に支持させて、この仮設柱で仮設屋根を支持する。この状態で、仮設屋根直下の解体空間を解体する。
次に、仮設柱を1層分だけ下方に移動することで、仮設屋根も1層分だけ下方に移動させる。このとき、かんぬき部材も1層分だけ下方に盛り替える。この状態で、仮設屋根直下の解体空間を解体する。この作業を繰り返すことにより、最下階まで解体する。
According to the present invention, the yoke member is disposed across two existing beams of the structure that are orthogonal to each other, and the temporary pillar is locked to the yoke member. Thereby, the temporary column is supported by the existing beam through the yoke member.
Using this temporary pillar, the structure is dismantled by the following procedure, for example.
First, a temporary pillar is supported on an existing beam by a pinning member, and the temporary roof is supported by this temporary pillar. In this state, the dismantling space directly under the temporary roof is dismantled.
Next, by moving the temporary pillar downward by one layer, the temporary roof is also moved downward by one layer. At this time, the yoke member is also rearranged downward by one layer. In this state, the dismantling space directly under the temporary roof is dismantled. By repeating this work, it is demolished to the lowest floor.

よって、従来のようにマストベースを設ける必要がないため、コストを低減しつつ、短工期で構造物を解体できる。
また、かんぬき部材を互いに直交する2つの既存梁に跨って配置したので、かんぬき部材を平行に延びる既存梁に跨って配置した場合に比べて、部材の長さを短くできるから、仮設材の重量を軽減でき、コストを低減できる。
Therefore, since it is not necessary to provide a mast base as in the prior art, the structure can be disassembled in a short construction period while reducing costs.
In addition, since the yoke member is arranged over two existing beams orthogonal to each other, the length of the member can be shortened as compared with the case where the yoke member is arranged over the existing beams extending in parallel. Can be reduced and the cost can be reduced.

請求項2に記載の仮設屋根支持構造は、前記互いに直交する2つの既存梁は、鉄骨梁であり、当該鉄骨梁上のスラブの一部が撤去されて、当該鉄骨梁の一部が露出しており、前記かんぬき部材は、前記露出した鉄骨梁に直接載置されることを特徴とする。   In the temporary roof support structure according to claim 2, the two existing beams orthogonal to each other are steel beams, and a part of the slab on the steel beam is removed, and a part of the steel beam is exposed. The piercing member is directly placed on the exposed steel beam.

各階で鉄骨梁上のスラブの厚みや強度が異なったり、鉄骨梁上でスラブに段差が生じたりしているため、かんぬき部材をスラブ上に載置すると、各階毎にかんぬき部材とスラブとの間の隙間を調整する必要がある。よって、仮設柱の安定性を確保するのが難しくなったり、かんぬき部材の設置に時間がかかったりしていた。
しかしながら、この発明によれば、スラブを撤去して鉄骨梁の一部を露出させ、かんぬき部材を鉄骨梁の露出した部分に直接載置した。よって、かんぬき部材を鉄骨梁で直接支持できるため、仮設柱の安定性を向上できるうえに、かんぬき部材の設置作業を円滑に行うことができる。
Because the thickness and strength of the slabs on the steel beams are different on each floor, or there are steps on the slabs on the steel beams, when the piercing member is placed on the slab, the slab is placed between the piercing member and the slab on each floor. It is necessary to adjust the gap. Therefore, it is difficult to ensure the stability of the temporary pillars, and it takes time to install the yoke member.
However, according to the present invention, the slab is removed to expose a part of the steel beam, and the yoke member is directly placed on the exposed part of the steel beam. Therefore, since the pinning member can be directly supported by the steel beam, the stability of the temporary column can be improved and the setting operation of the pinning member can be performed smoothly.

請求項3に記載の仮設屋根支持構造は、前記かんぬき部材は、軸方向の長さが変更可能な構造であることを特徴とする。   The temporary roof support structure according to claim 3 is characterized in that the piercing member has a structure in which an axial length can be changed.

この発明によれば、かんぬき部材を伸縮可能な構造としたり、折り畳み可能な構造としたりして、軸方向の長さを変更可能とした。
かんぬき部材の軸方向の長さを長くすることにより、このかんぬき部材を2つの既存梁に跨って配置できる。一方、かんぬき部材の軸方向の長さを短くすることにより、かんぬき部材を略鉛直方向に自在に移動できる。したがって、かんぬき部材の盛り替えに必要な人数を削減できるうえに、盛り替えにかかる時間を短縮できる。
According to this invention, the length of the axial direction can be changed by making the yoke member a structure that can be expanded and contracted or a structure that can be folded.
By increasing the axial length of the yoke member, the yoke member can be disposed across two existing beams. On the other hand, by shortening the length of the pinning member in the axial direction, the pinning member can be freely moved in a substantially vertical direction. Therefore, it is possible to reduce the number of people required for rearranging the spring members and to shorten the time required for rearrangement.

請求項4に記載の仮設屋根支持構造は、前記構造物に支持されて前記かんぬき部材を挟んで配置されかつ前記仮設柱の側面に当接する一対の水平反力受け部材をさらに備えることを特徴とする。   The temporary roof support structure according to claim 4, further comprising a pair of horizontal reaction force receiving members that are supported by the structure and are arranged with the pinning member interposed therebetween and abutting against a side surface of the temporary column. To do.

この発明によれば、かんぬき部材を挟んで配置されかつ前記仮設柱の側面に当接する一対の水平反力受け部材を設けた。
よって、水平反力受け部材がかんぬき部材の移動に干渉しないので、かんぬき部材を円滑に移動できる。
また、仮設柱の移動に伴って水平反力受け部材を盛り替える必要があるが、水平反力受け部材を2分割したので、水平反力受け部材の取扱いが容易になり、盛り替え作業の効率を向上できる。
According to this invention, a pair of horizontal reaction force receiving members are provided which are arranged with a pinch member interposed therebetween and are in contact with the side surface of the temporary column.
Therefore, since the horizontal reaction force receiving member does not interfere with the movement of the yoke member, the yoke member can be moved smoothly.
In addition, the horizontal reaction force receiving member needs to be rearranged with the movement of the temporary column. However, since the horizontal reaction force receiving member is divided into two parts, the horizontal reaction force receiving member can be easily handled, and the efficiency of the reordering work is improved. Can be improved.

請求項5に記載の仮設屋根支持構造は、前記仮設柱は、鉛直方向に沿って延びる一対の柱部材を備え、前記かんぬき部材は、前記一対の柱部材の間に挿通され、前記一対の柱部材には、互いに対向する一組の貫通孔が鉛直方向に沿って複数組形成され、前記複数組の貫通孔のうちの1つには、直線状のかんざし部材が挿通されて前記かんぬき部材に係止することを特徴とする。   The temporary roof support structure according to claim 5, wherein the temporary column includes a pair of column members extending along a vertical direction, the piercing member is inserted between the pair of column members, and the pair of columns The member is formed with a plurality of sets of through-holes facing each other along the vertical direction, and one of the plurality of sets of through-holes is inserted with a linear hairpin member, and is connected to the pinning member. It is characterized by locking.

この発明によれば、かんぬき部材を一対の柱部材の間に挿通しておき、この状態で、柱部材に設けられた一組の貫通孔にかんざし部材を挿通する。これにより、仮設柱は、かんざし部材を介してかんぬき部材に係止することになる。
ここで、柱部材の複数組の貫通孔の中から一組の貫通孔を選択し、この選択した一組の貫通孔にかんざし部材を挿通することで、かんぬき部材の高さ位置を調整できる。よって、同一の構造物で階高が異なっても、仮設柱の高さを調整できるから、解体作業スペースの高さを一定にできる。よって、解体作業スペースで使用する高所作業車やクレーンの種類を変更する必要がないうえに、解体材の最大寸法も一定となるので、解体作業を効率化できる。
According to the present invention, the yoke member is inserted between the pair of column members, and in this state, the knob member is inserted into the pair of through holes provided in the column member. Thereby, the temporary pillar is locked to the pinning member via the pinning member.
Here, by selecting a set of through-holes from a plurality of sets of through-holes of the pillar member, and inserting the pin into the selected set of through-holes, the height position of the pinion member can be adjusted. Therefore, even if the floor height is different in the same structure, the height of the temporary pillar can be adjusted, so that the height of the dismantling work space can be made constant. Therefore, it is not necessary to change the type of aerial work vehicle or crane used in the dismantling work space, and the maximum size of the dismantling material is constant, so that the dismantling work can be made more efficient.

請求項6に記載の仮設屋根支持構造は、前記仮設柱の上端面および上側の側面は、前記仮設屋根に連結されることを特徴とする。   The temporary roof support structure according to claim 6 is characterized in that an upper end surface and an upper side surface of the temporary column are connected to the temporary roof.

仮設柱の上端面のみを仮設屋根に連結した場合、仮設屋根を仮設柱で拘束できないため、仮設屋根の自重によりに生じる曲げモーメントが大きくなる。また、地震時には、仮設柱の柱脚部に生じる曲げモーメントが大きくなる。
しかしながら、この発明によれば、仮設柱の上端面および上側の側面を仮設屋根に連結したので、仮設柱および仮設屋根でラーメン架構を構築できる。よって、仮設屋根に生じる曲げモーメントを小さくできるうえに、地震時に仮設柱の柱脚部に生じる曲げモーメントを小さくできる。その結果、仮設屋根および仮設柱の安全性を向上できる。
When only the upper end surface of the temporary pillar is connected to the temporary roof, the temporary roof cannot be constrained by the temporary pillar, so that the bending moment generated by the weight of the temporary roof increases. In addition, during an earthquake, the bending moment generated at the column base of the temporary column increases.
However, according to the present invention, since the upper end surface and the upper side surface of the temporary column are connected to the temporary roof, the frame structure can be constructed with the temporary column and the temporary roof. Therefore, the bending moment generated in the temporary roof can be reduced, and the bending moment generated in the column base portion of the temporary column during the earthquake can be reduced. As a result, the safety of the temporary roof and the temporary pillar can be improved.

本発明によれば、かんぬき部材を構造物の互いに直交する2つの既存梁に跨って配置し、さらに、このかんぬき部材に仮設柱を係止させる。これにより、仮設柱はかんぬき部材を介して既存梁に支持されることになる。よって、従来のようにマストベースを設ける必要がないため、コストを低減しつつ、短工期で構造物を解体できる。また、かんぬき部材を互いに直交する2つの既存梁に跨って配置したので、かんぬき部材を平行に延びる既存梁に跨って配置した場合に比べて、部材の長さを短くできるから、仮設材の重量を軽減でき、コストを低減できる。   According to the present invention, the pinning member is disposed across two existing beams of the structure that are orthogonal to each other, and the temporary column is locked to the pinning member. Thereby, the temporary column is supported by the existing beam through the yoke member. Therefore, since it is not necessary to provide a mast base as in the prior art, the structure can be disassembled in a short construction period while reducing costs. In addition, since the yoke member is arranged over two existing beams orthogonal to each other, the length of the member can be shortened as compared with the case where the yoke member is arranged over the existing beams extending in parallel. Can be reduced and the cost can be reduced.

本発明の一実施形態に係る仮設屋根支持構造が適用された構造物としての既存建物1の断面図である。It is sectional drawing of the existing building 1 as a structure to which the temporary roof support structure which concerns on one Embodiment of this invention was applied. 前記実施形態に係る仮設屋根支持構造に用いられる仮設柱の正面図および側面図である。It is the front view and side view of a temporary pillar used for the temporary roof support structure which concerns on the said embodiment. 図2のIII−III断面図である。It is III-III sectional drawing of FIG. 前記実施形態に係る仮設柱の下部の横断面図である。It is a cross-sectional view of the lower part of the temporary pillar which concerns on the said embodiment. 前記実施形態に係る仮設柱の下部の側面図である。It is a side view of the lower part of the temporary pillar which concerns on the said embodiment. 前記実施形態に係る仮設柱の中央部の横断面図である。It is a cross-sectional view of the central portion of the temporary pillar according to the embodiment. 前記実施形態に係る仮設柱の平面図である。It is a top view of the temporary pillar which concerns on the said embodiment. 前記実施形態に係る仮設柱の上部の横断面図である。It is a cross-sectional view of the upper part of the temporary pillar which concerns on the said embodiment. 前記実施形態に係る既存建物を解体する手順を説明するための図(その1)である。It is FIG. (1) for demonstrating the procedure which demolishes the existing building which concerns on the said embodiment. 前記実施形態に係る既存建物を解体する手順を説明するための図(その2)である。It is FIG. (2) for demonstrating the procedure which demolishes the existing building which concerns on the said embodiment. 前記実施形態に係る既存建物を解体する手順を説明するための図(その3)である。It is FIG. (3) for demonstrating the procedure which demolishes the existing building which concerns on the said embodiment.

以下、本発明の一実施形態について、図面を参照しながら説明する。
図1は、本発明の一実施形態に係る仮設屋根支持構造が適用された構造物としての既存建物1の断面図である。
既存建物1は、24階建ての鉄骨造であり、複数本の角形鋼管である既存柱11と、これら既存柱11同士を連結する複数の鉄骨梁である既存梁12と、既存梁12に支持される既存スラブ13と、を備える。
Hereinafter, an embodiment of the present invention will be described with reference to the drawings.
FIG. 1 is a cross-sectional view of an existing building 1 as a structure to which a temporary roof support structure according to an embodiment of the present invention is applied.
The existing building 1 is a 24-story steel structure, and is supported by the existing beam 11 that is a plurality of square steel pipes, a plurality of steel beams that connect these existing columns 11, and the existing beam 12. The existing slab 13 is provided.

この既存建物1には、既存建物1を解体するために、解体作業スペース60が構築されている。解体作業スペース60は、仮設屋根61と、この仮設屋根61の外周に設けられた外周足場62と、で囲まれた空間である。
仮設屋根61は、24階床レベルの外周側の既存梁12と、24階の外周側の既存柱11と、R階床レベルの一部の既存梁12である仮設梁63と、この仮設梁63の上に張り付けられた透光性を有する板材64と、仮設梁63の梁下に設置された2段式のガーター65と、このガーター65に沿って走行する走行クレーン66と、を備える。
外周足場62は、仮設梁63に支持されている。
In this existing building 1, a dismantling work space 60 is constructed in order to dismantle the existing building 1. The dismantling work space 60 is a space surrounded by a temporary roof 61 and an outer periphery scaffold 62 provided on the outer periphery of the temporary roof 61.
The temporary roof 61 includes an existing beam 12 on the outer peripheral side of the 24th floor level, an existing column 11 on the outer peripheral side of the 24th floor, a temporary beam 63 that is a part of the existing beam 12 on the R floor level, and the temporary beam. A translucent plate 64 attached on 63, a two-stage garter 65 installed below the temporary beam 63, and a traveling crane 66 that travels along the garter 65.
The outer periphery scaffold 62 is supported by the temporary beam 63.

既存建物1の既存柱11の近傍には、既存建物1の構造体に支持されて略鉛直方向に延びて仮設屋根61を支持する仮設柱20が設置される。
以下、既存柱11のうち既存柱11Aの近傍に設置された仮設柱20Aについて説明するが、他の仮設柱20も同様の構成である。
In the vicinity of the existing column 11 of the existing building 1, the temporary column 20 that is supported by the structure of the existing building 1 and extends in a substantially vertical direction to support the temporary roof 61 is installed.
Hereinafter, although the temporary pillar 20A installed in the vicinity of the existing pillar 11A among the existing pillars 11 will be described, the other temporary pillars 20 have the same configuration.

図2は、仮設柱20Aの正面図および側面図である。図3は、図2のIII−III断面図である。なお、図2では、理解の容易のため、後述の水平支持レール23Bを省略している。   FIG. 2 is a front view and a side view of the temporary pillar 20A. 3 is a cross-sectional view taken along the line III-III in FIG. In FIG. 2, a horizontal support rail 23B described later is omitted for easy understanding.

仮設柱20Aは、鉛直方向に略平行に延びる一対の柱部材21と、これら2本の柱部材21を連結する連結部材22と、柱部材21に沿って延びる水平支持レール23A、23Bと、を備える。   The temporary column 20A includes a pair of column members 21 extending substantially parallel to the vertical direction, a connecting member 22 connecting the two column members 21, and horizontal support rails 23A and 23B extending along the column members 21. Prepare.

各柱部材21は、断面略H形状の下部211と、この下部211の上に設けられた断面略箱形状の中央部212と、この中央部212の上に設けられた断面略H形状の上部213と、を備える。   Each column member 21 includes a lower portion 211 having a substantially H-shaped cross section, a central portion 212 having a substantially box-shaped cross section provided on the lower portion 211, and an upper portion having a substantially H-shaped cross section provided on the central portion 212. 213.

水平支持レール23A、23Bは、断面略H形状の下部211に設けられている。
具体的には、水平支持レール23Aは、柱部材21の断面略H形状である下部211のウエブに略平行に延びる当接面を有している。一方、水平支持レール23Bは、柱部材21の断面略H形状である下部211のフランジに略平行に延びる当接面を有している。
The horizontal support rails 23A and 23B are provided in a lower portion 211 having a substantially H-shaped cross section.
Specifically, the horizontal support rail 23 </ b> A has a contact surface that extends substantially parallel to the web of the lower portion 211 having a substantially H-shaped cross section of the column member 21. On the other hand, the horizontal support rail 23 </ b> B has a contact surface extending substantially parallel to the flange of the lower portion 211 having a substantially H-shaped cross section of the column member 21.

また、下部211には、互いに対向する一対の貫通孔214が長さ方向に沿って2組形成されている。この貫通孔214の周囲は、補強プレート215で補強されている。   In the lower portion 211, two pairs of through-holes 214 facing each other are formed along the length direction. The periphery of the through hole 214 is reinforced by a reinforcing plate 215.

この仮設柱20には、仮設柱20の長さ方向に沿って延びるステップロッド24と、このステップロッド24に沿って移動可能なステップロッドジャッキ25と、このステップロッドジャッキ25の下端に取り付けられた第1かんぬき部材26と、仮設柱20に取り付けられた一対の直線状のかんざし部材27と、このかんざし部材27に連結された第2かんぬき部材30と、が内蔵されている。   The temporary column 20 is attached to a step rod 24 extending along the length direction of the temporary column 20, a step rod jack 25 movable along the step rod 24, and a lower end of the step rod jack 25. A first pin member 26, a pair of linear pin members 27 attached to the temporary column 20, and a second pin member 30 connected to the pin member 27 are incorporated.

図4は、仮設柱20Aの下部211の横断面図である。図5は、仮設柱20Aの下部211の側面図である。   FIG. 4 is a cross-sectional view of the lower portion 211 of the temporary pillar 20A. FIG. 5 is a side view of the lower portion 211 of the temporary pillar 20A.

仮設柱20は、既存建物1の既存スラブ13を貫通して延びている。すなわち、既存柱11Aの近傍の各階の既存スラブ13には、床開口14が形成されており、仮設柱20は、各階の床開口14に挿通される。
この床開口14は、既存スラブ13を撤去して形成される。床開口14を形成する際、既存柱11Aから直交して延びる2本の既存梁12上の既存スラブ13も撤去して形成される。これにより、既存梁12の一部の上面が露出している。
The temporary pillar 20 extends through the existing slab 13 of the existing building 1. That is, the floor opening 14 is formed in the existing slab 13 on each floor near the existing pillar 11A, and the temporary pillar 20 is inserted into the floor opening 14 on each floor.
The floor opening 14 is formed by removing the existing slab 13. When the floor opening 14 is formed, the existing slabs 13 on the two existing beams 12 extending orthogonally from the existing pillar 11A are also removed. Thereby, the upper surface of a part of the existing beam 12 is exposed.

第2かんぬき部材30は、一対の柱部材21の間に挿通され、軸方向の長さが変更可能な構造である。すなわち、第2かんぬき部材30は、所定長さの本体31と、この本体31の両端側に水平方向に回動自在に設けられた係止部32と、を備える。   The second punching member 30 is inserted between the pair of column members 21 and has a structure in which the axial length can be changed. In other words, the second punching member 30 includes a main body 31 having a predetermined length, and a locking portion 32 provided on both end sides of the main body 31 so as to be rotatable in the horizontal direction.

この第2かんぬき部材30では、係止部32および本体31を一直線上に配置することで、第2かんぬき部材30の軸方向の長さを長くできる。一方、係止部32を水平方向に折り曲げることで、第2かんぬき部材30の軸方向の長さを短くできる。この状態では、第2かんぬき部材30の軸方向の長さが床開口14の内法寸法よりも短くなるため、第2かんぬき部材30は、床開口14を通って鉛直方向に移動可能となっている。   In the second punching member 30, the axial length of the second punching member 30 can be increased by arranging the locking portion 32 and the main body 31 in a straight line. On the other hand, the axial length of the second punching member 30 can be shortened by bending the locking portion 32 in the horizontal direction. In this state, since the axial length of the second punching member 30 is shorter than the internal dimension of the floor opening 14, the second punching member 30 can move in the vertical direction through the floor opening 14. Yes.

一対のかんざし部材27は、柱部材21の上下の2組の貫通孔214のうちの上側の一組に挿通されている。
上述の第2かんぬき部材30の上面は、かんざし部材27の下面に当接して固定されている。これにより、第2かんぬき部材30は、仮設柱20とともに略鉛直方向に移動するようになっている。
The pair of hairpin members 27 are inserted through a pair on the upper side of the two sets of through holes 214 above and below the column member 21.
The upper surface of the second yoke member 30 is fixed in contact with the lower surface of the hairpin member 27. Accordingly, the second yoke member 30 moves in the substantially vertical direction together with the temporary pillar 20.

第2かんぬき部材30を所定高さに配置して、第2かんぬき部材30の軸方向の長さを長くすることで、第2かんぬき部材30は、既存柱11Aから互いに直交して延びる2つの既存梁12に跨って配置される。このとき、これら2本の既存梁12の上面が露出しているため、第2かんぬき部材30は、既存梁12に直接載置される。
この状態では、第2かんぬき部材30が既存梁12に係止し、この第2かんぬき部材30にかんざし部材27が係止するので、仮設柱20は第2かんぬき部材30を介して既存梁12に支持されることになる。
By arranging the second punching member 30 at a predetermined height and increasing the length of the second punching member 30 in the axial direction, the second punching member 30 has two existing extending from the existing pillar 11A perpendicular to each other. It is arranged across the beam 12. At this time, since the upper surfaces of these two existing beams 12 are exposed, the second punching member 30 is placed directly on the existing beams 12.
In this state, the second pinning member 30 is locked to the existing beam 12, and the pinion member 27 is locked to the second pinning member 30, so that the temporary column 20 is attached to the existing beam 12 via the second pinning member 30. Will be supported.

また、床開口14のうち仮設柱20の下部211が挿通されるものには、既存建物1に支持されて仮設柱20の側面に当接する一対の水平反力受け部材51、52が設けられる。
すなわち、水平反力受け部材51、52は、既存梁12上に取り付けられて仮設柱20の側面に当接する略コの字形状の第1水平反力受け部材51と、既存スラブ13上に取り付けられて仮設柱20の側面に当接する略コの字形状の第2水平反力受け部材52と、からなる。
In addition, a pair of horizontal reaction force receiving members 51 and 52 that are supported by the existing building 1 and come into contact with the side surface of the temporary column 20 are provided in the floor opening 14 through which the lower portion 211 of the temporary column 20 is inserted.
That is, the horizontal reaction force receiving members 51 and 52 are mounted on the existing slab 13 and the first U-shaped first horizontal reaction force receiving member 51 which is mounted on the existing beam 12 and abuts against the side surface of the temporary column 20. And a substantially horizontal U-shaped second horizontal reaction force receiving member 52 that comes into contact with the side surface of the temporary pillar 20.

各水平反力受け部材51、52は、水平支持レール23Aの当接面に当接する長尺状の第1ガイド部53と、この第1ガイド部53の両端から直交して延びて水平支持レール23Bの当接面に当接する第2ガイド部54と、を備える。これにより、仮設柱20を下方に向かって円滑に移動可能となっている。
水平反力受け部材51、52は、仮設柱20を挟んで略矩形枠状に配置されており、これにより、第2かんぬき部材30の上下方向の移動に干渉しないようになっている。
Each of the horizontal reaction force receiving members 51 and 52 has a long first guide portion 53 that abuts against the abutment surface of the horizontal support rail 23 </ b> A, and extends horizontally from both ends of the first guide portion 53. And a second guide portion 54 that contacts the contact surface of 23B. Thereby, the temporary pillar 20 can be smoothly moved downward.
The horizontal reaction force receiving members 51 and 52 are arranged in a substantially rectangular frame shape with the temporary column 20 interposed therebetween, so that the horizontal reaction force receiving members 51 and 52 do not interfere with the vertical movement of the second punching member 30.

図6は、仮設柱20の中央部212の横断面図である。
ステップロッドジャッキ25の下端面には、水平に直線状に延びる第1かんぬき部材26が連結され、この第1かんぬき部材26の両端側は、2つの既存梁12の直上に位置している。
第1かんぬき材の中央には、ステップロッド24が挿通される挿通孔が形成されている。
第1かんぬき部材26を所定高さに配置することで、第1かんぬき部材26は既存柱11Aから互いに直交して延びる2つの既存梁12に跨って配置される。このとき、これら2本の既存梁12の上面が露出しているため、第1かんぬき部材26は、既存梁12に直接載置される。
この状態では、第1かんぬき部材26が既存梁12に係止するので、仮設柱20は第1かんぬき部材26を介して既存梁12に支持されることになる。
FIG. 6 is a cross-sectional view of the central portion 212 of the temporary pillar 20.
The lower end surface of the step rod jack 25 is connected to a first pinning member 26 that extends horizontally and linearly, and both end sides of the first pinning member 26 are positioned immediately above the two existing beams 12.
An insertion hole through which the step rod 24 is inserted is formed in the center of the first blank.
By arranging the first pinning member 26 at a predetermined height, the first pinning member 26 is arranged across the two existing beams 12 extending perpendicularly from the existing column 11A. At this time, since the upper surfaces of these two existing beams 12 are exposed, the first punching member 26 is directly placed on the existing beams 12.
In this state, since the first pinning member 26 is locked to the existing beam 12, the temporary column 20 is supported by the existing beam 12 via the first pinning member 26.

図7は、仮設柱20の平面図である。
仮設柱20は、既存柱11Aの上端から互いに直交して延びる2つの仮設梁63の間に設置されている。
仮設柱20の上端面には、水平に直線状に延びる支持部材28が設けられ、2つの仮設梁63は、この支持部材28の両端側の上面に位置している。これにより、仮設柱20の上端面は、支持部材28を介して、仮設屋根61の仮設梁63に連結されている。
FIG. 7 is a plan view of the temporary pillar 20.
The temporary pillar 20 is installed between two temporary beams 63 extending orthogonally from the upper end of the existing pillar 11A.
A support member 28 extending horizontally and linearly is provided on the upper end surface of the temporary column 20, and the two temporary beams 63 are positioned on the upper surfaces of both ends of the support member 28. Thereby, the upper end surface of the temporary pillar 20 is connected to the temporary beam 63 of the temporary roof 61 via the support member 28.

図8は、仮設柱20の上部213の横断面図である。
仮設柱20の上部213の側面には、継手29が設けられている。仮設柱20の上部213の側面は、この継手29を介して、仮設屋根61の一部である24階の既存柱11Aの上側の側面に連結されている。
FIG. 8 is a cross-sectional view of the upper portion 213 of the temporary pillar 20.
A joint 29 is provided on the side surface of the upper portion 213 of the temporary column 20. The side surface of the upper portion 213 of the temporary pillar 20 is connected to the upper side surface of the existing pillar 11 </ b> A on the 24th floor, which is a part of the temporary roof 61, through the joint 29.

次に、既存建物1を解体する手順について説明する。
ステップ1では、図1に示すように、屋上階としてのR階の設備機器、目隠し壁、およびフレーム等を解体する。また、R階床レベルの既存梁12の一部を残して解体して、残った既存梁12を仮設梁63とする。さらに、24階床レベルの外周の既存梁12を残して、24階の外壁を含む立上りおよび24階床レベルの内側の既存梁12を解体する。
また、仮設柱20の外側に仮設梁63に支持される外周足場62を設ける。
Next, a procedure for dismantling the existing building 1 will be described.
In step 1, as shown in FIG. 1, equipment on the R floor as a rooftop floor, a blindfold wall, a frame, and the like are dismantled. Further, the R-floor level existing beam 12 is partly dismantled and the remaining existing beam 12 is used as a temporary beam 63. Furthermore, the existing beam 12 on the outer periphery of the 24th floor level is left, and the existing beam 12 on the inner side of the rising and 24th floor levels including the outer wall of the 24th floor is disassembled.
Further, an outer periphery scaffold 62 supported by the temporary beam 63 is provided outside the temporary column 20.

ステップ2では、仮設梁63の梁下にガーター65および走行クレーン66を取り付ける。この走行クレーン66は軽量であるため、R階床レベルの仮設梁63を補強する必要はない。また、仮設梁63に透光性を有する板材64を貼り付けて、仮設屋根61を完成させる。これにより、仮設屋根61および外周足場62で囲まれた解体作業スペース60を形成する。
なお、図示しないが、仮設屋根61には、雨水を利用した散水設備およびドライミスト装置を設ける。
In step 2, the garter 65 and the traveling crane 66 are attached below the temporary beam 63. Since this traveling crane 66 is lightweight, there is no need to reinforce the temporary beam 63 at the R floor level. Further, a light-transmitting plate material 64 is attached to the temporary beam 63 to complete the temporary roof 61. Thereby, the dismantling work space 60 surrounded by the temporary roof 61 and the outer periphery scaffolding 62 is formed.
Although not shown, the temporary roof 61 is provided with watering equipment using rainwater and a dry mist device.

ステップ3では、各階の既存スラブ13に床開口14を形成し、21〜23階床レベルの床開口14に水平反力受け部材51、52を設置する。
その後、既存建物1の外周の既存柱11の近傍に仮設柱20を配置する。
In step 3, the floor opening 14 is formed in the existing slab 13 of each floor, and the horizontal reaction force receiving members 51 and 52 are installed in the floor opening 14 at the 21st to 23rd floor levels.
Thereafter, the temporary pillar 20 is disposed in the vicinity of the existing pillar 11 on the outer periphery of the existing building 1.

ステップ4では、ステップロッドジャッキ25駆動して、23階床レベルの既存梁12に第1かんぬき部材26を係止させ、仮設柱20を23階床の既存梁12に支持させる。また、第2かんぬき部材30を収縮させておく。
その後、23階の既存柱11を柱頭部で切断し、23階の外壁を含む立上がりを解体する。
In step 4, the step rod jack 25 is driven to lock the first hammer member 26 on the existing beam 12 at the 23rd floor level, and the temporary pillar 20 is supported on the existing beam 12 on the 23rd floor. Further, the second yoke member 30 is contracted.
Thereafter, the existing pillar 11 on the 23rd floor is cut at the head of the pillar, and the rise including the outer wall of the 23rd floor is dismantled.

ステップ5では、図9に示すように、ステップロッドジャッキ25を駆動して、ステップロッド24の上方に向かって移動させる。
これにより、仮設柱20が下降し、仮設屋根61および外周足場62も下降し、第2かんぬき部材30は21階床レベルの高さに位置する。このとき、水平反力受け部材51、52により、仮設柱20の移動を案内する。
次に、第2かんぬき部材30を伸長させて、この第2かんぬき部材30を21階床レベルの既存梁12に係止させ、仮設柱20の荷重を21階床の既存梁12に支持させる。
In step 5, as shown in FIG. 9, the step rod jack 25 is driven to move upward of the step rod 24.
Thereby, the temporary pillar 20 descend | falls, the temporary roof 61 and the outer periphery scaffold 62 also descend | fall, and the 2nd hammer 30 is located in the 21st floor level height. At this time, the horizontal reaction force receiving members 51 and 52 guide the movement of the temporary pillar 20.
Next, the second punching member 30 is extended, the second punching member 30 is locked to the existing beam 12 at the 21st floor level, and the load of the temporary pillar 20 is supported by the existing beam 12 at the 21st floor.

ステップ6では、図10に示すように、ステップロッドジャッキ25を駆動して、第1かんぬき部材26を上方に向かってわずかに移動し、解体対象である23階床から退避させる。
また、23階床レベルに設置した水平反力受け部材51、52を20階床レベルに盛り替える。
次に、解体作業スペース60内で、23階の床から22階の外壁を含む立上りまで(図10中破線で示す部分)を解体する。このとき、走行クレーン66を利用して、解体材を図示しない搬出口に移動し、図示しないホイストで下階に搬出する。下階に搬出した解体材は、リサイクル可能な材料と産業廃棄物との仕分けを行って、場外に搬出する。
In step 6, as shown in FIG. 10, the step rod jack 25 is driven, and the first hammering member 26 is slightly moved upward to be retracted from the 23rd floor, which is the object to be dismantled.
Further, the horizontal reaction force receiving members 51 and 52 installed at the 23rd floor level are replaced with the 20th floor level.
Next, in the dismantling work space 60, the part from the floor on the 23rd floor to the rise including the outer wall on the 22nd floor (part indicated by a broken line in FIG. 10) is dismantled. At this time, using the traveling crane 66, the dismantling material is moved to a carry-out port (not shown) and carried out to the lower floor by a hoist (not shown). The demolished material carried out to the lower floor is separated from recyclable materials and industrial waste, and is taken out of the venue.

ステップ7では、図11に示すように、ステップロッドジャッキ25を駆動して、第1かんぬき部材26を下方に向かって移動し、22階床レベルの既存梁12に係止させ、仮設柱20を22階床の既存梁12に支持させる。また、第2かんぬき部材30を収縮させておく。   In step 7, as shown in FIG. 11, the step rod jack 25 is driven to move the first piercing member 26 downward and to be locked to the existing beam 12 at the 22nd floor level. It is supported by the existing beam 12 on the 22nd floor. Further, the second yoke member 30 is contracted.

以下、ステップ5〜7の作業を繰り返すことで1層毎に解体して、1階まで解体する。   Hereinafter, the work of steps 5 to 7 is repeated to dismantle every layer and disassemble up to the first floor.

本実施形態によれば、以下のような効果がある。
(1)第2かんぬき部材30を既存建物1の互いに直交する2つの既存梁12に跨って配置し、さらに、この第2かんぬき部材30を仮設柱20に係止させる。これにより、仮設柱20は第2かんぬき部材30を介して既存梁12に支持されることになる。
よって、従来のようにマストベースを設ける必要がないため、コストを低減しつつ、短工期で既存建物1を解体できる。
また、第2かんぬき部材30を互いに直交する2つの既存梁12に跨って配置したので、第2かんぬき部材を平行に延びる既存梁12に跨って配置した場合に比べて、部材の長さを短くできるから、仮設材の重量を軽減でき、コストを低減できる。
According to this embodiment, there are the following effects.
(1) The second punching member 30 is disposed across the two existing beams 12 orthogonal to each other of the existing building 1, and the second punching member 30 is locked to the temporary pillar 20. As a result, the temporary pillar 20 is supported by the existing beam 12 via the second punching member 30.
Therefore, since it is not necessary to provide a mast base as in the prior art, the existing building 1 can be dismantled in a short construction period while reducing costs.
In addition, since the second punching member 30 is disposed across the two existing beams 12 orthogonal to each other, the length of the member is shortened compared to the case where the second punching member is disposed across the existing beams 12 extending in parallel. Therefore, the weight of the temporary material can be reduced and the cost can be reduced.

(2)既存スラブ13を撤去して既存梁12の一部を露出させ、第2かんぬき部材30を既存梁12の露出した部分に直接載置した。よって、第2かんぬき部材30を既存梁12で直接支持できるため、仮設柱20の安定性を向上できるうえに、第2かんぬき部材30の設置作業を円滑に行うことができる。   (2) The existing slab 13 was removed to expose a part of the existing beam 12, and the second punching member 30 was directly placed on the exposed part of the existing beam 12. Therefore, since the 2nd bolt member 30 can be directly supported by the existing beam 12, while improving the stability of the temporary pillar 20, the installation operation of the 2nd bolt member 30 can be performed smoothly.

(3)第2かんぬき部材30の軸方向の長さを変更可能とした。第2かんぬき部材30の軸方向の長さを長くすることにより、この第2かんぬき部材30を2つの既存梁12に跨って配置できる。一方、第2かんぬき部材30の軸方向の長さを短くすることにより、第2かんぬき部材30を略鉛直方向に自在に移動できる。したがって、第2かんぬき部材30の盛り替えに必要な人数を削減できるうえに、盛り替えにかかる時間を短縮できる。   (3) The axial length of the second yoke member 30 can be changed. By increasing the length of the second punching member 30 in the axial direction, the second punching member 30 can be disposed across the two existing beams 12. On the other hand, by shortening the axial length of the second punching member 30, the second punching member 30 can be freely moved in a substantially vertical direction. Therefore, it is possible to reduce the number of people required for the replacement of the second punching member 30 and to shorten the time required for the replacement.

(4)第2かんぬき部材30を挟んで配置されかつ仮設柱20の側面に当接する一対の水平反力受け部材51、52を設けた。
よって、水平反力受け部材51、52が第2かんぬき部材30の移動に干渉しないので、第2かんぬき部材30を円滑に移動できる。
また、仮設柱20の移動に伴って水平反力受け部材51、52を盛り替える必要があるが、水平反力受け部材51、52を2分割したので、水平反力受け部材51、52の取扱いが容易になり、盛り替え作業の効率を向上できる。
(4) A pair of horizontal reaction force receiving members 51 and 52 that are disposed with the second punching member 30 interposed therebetween and that contact the side surface of the temporary column 20 are provided.
Therefore, since the horizontal reaction force receiving members 51 and 52 do not interfere with the movement of the second punching member 30, the second punching member 30 can be moved smoothly.
In addition, the horizontal reaction force receiving members 51 and 52 need to be replaced as the temporary column 20 moves. However, since the horizontal reaction force receiving members 51 and 52 are divided into two, the horizontal reaction force receiving members 51 and 52 are handled. Can be improved, and the efficiency of the reordering work can be improved.

(5)第2かんぬき部材30を一対の柱部材21の間に挿通しておき、この状態で、柱部材21に設けられた一組の貫通孔214にかんざし部材27を挿通する。これにより、仮設柱20は、かんざし部材27を介して第2かんぬき部材30に係止することになる。
ここで、柱部材21の2組の貫通孔214の中から一組の貫通孔214を選択し、この選択した一組の貫通孔214にかんざし部材27を挿通することで、第2かんぬき部材30の高さ位置を調整できる。よって、同一の構造物で階高が異なっても、仮設柱20の高さを調整できるから、解体作業スペース60の高さを一定にできる。よって、解体作業スペース60で使用する高所作業車やクレーンの種類を変更する必要がないうえに、解体材の最大寸法も一定となるので、解体作業を効率化できる。
(5) The second pinning member 30 is inserted between the pair of column members 21, and in this state, the knob member 27 is inserted into a set of through holes 214 provided in the column member 21. As a result, the temporary pillar 20 is locked to the second pinning member 30 via the pinion member 27.
Here, a pair of through-holes 214 is selected from the two sets of through-holes 214 of the column member 21, and the hairpin member 27 is inserted into the selected pair of through-holes 214, so that the second punching member 30. The height position of can be adjusted. Therefore, even if the floor height is different in the same structure, the height of the temporary pillar 20 can be adjusted, so that the height of the dismantling work space 60 can be made constant. Therefore, it is not necessary to change the type of aerial work vehicle or crane used in the dismantling work space 60, and the maximum size of the dismantling material is constant, so that the dismantling work can be made more efficient.

(6)仮設柱20の上端面および上側の側面を仮設屋根61に連結したので、仮設柱20および仮設屋根61でラーメン架構を構築できる。よって、仮設屋根61に生じる曲げモーメントを小さくできるうえに、地震時に仮設柱20の柱脚部に生じる曲げモーメントを小さくできる。その結果、仮設屋根61および仮設柱20の安全性を向上できる。   (6) Since the upper end surface and the upper side surface of the temporary pillar 20 are connected to the temporary roof 61, a ramen frame can be constructed with the temporary pillar 20 and the temporary roof 61. Therefore, the bending moment generated in the temporary roof 61 can be reduced, and the bending moment generated in the column base portion of the temporary column 20 during an earthquake can be reduced. As a result, the safety of the temporary roof 61 and the temporary pillar 20 can be improved.

なお、本発明は前記実施形態に限定されるものではなく、本発明の目的を達成できる範囲での変形、改良等は本発明に含まれるものである。
例えば、本実施形態では、ステップロッドジャッキ25用いたが、これに限らず、油圧ジャッキを用いてもよい。
また、仮設屋根上にTMD(チューンド・マス・ダンパー)などの制震装置を設置すれば、地震や風による揺れを更に低減できる。この場合、TMDの振り子として、解体したコンクリートや鉄骨材を利用することにより、TMDを安価に製作できる。
It should be noted that the present invention is not limited to the above-described embodiment, and modifications, improvements, etc. within a scope that can achieve the object of the present invention are included in the present invention.
For example, although the step rod jack 25 is used in the present embodiment, the present invention is not limited to this, and a hydraulic jack may be used.
Moreover, if a vibration control device such as TMD (tuned mass damper) is installed on the temporary roof, it is possible to further reduce the shaking caused by the earthquake or wind. In this case, the TMD can be manufactured at low cost by using the dismantled concrete or steel frame as the TMD pendulum.

また、既存外壁のシール材撤去などの作業には、外周足場62を利用するだけでなく、既存のゴンドラを活用してもよい。
また、本実施形態では、第2かんぬき部材30を水平方向に折り曲げ可能な構造としたが、これに限らず、第2かんぬき部材を伸縮可能な構造としてもよい。
Moreover, not only the outer periphery scaffolding 62 but also an existing gondola may be used for operations such as removing the sealing material of the existing outer wall.
In the present embodiment, the second punching member 30 has a structure that can be bent in the horizontal direction. However, the present invention is not limited to this, and the second punching member may have a structure that can be expanded and contracted.

1…既存建物(構造物)
11、11A…既存柱
12…既存梁
13…既存スラブ
14…床開口
20、20A…仮設柱
21…柱部材
22…連結部材
23A…水平支持レール
23B…水平支持レール
24…ステップロッド
25…ステップロッドジャッキ
26…第1かんぬき部材
27…かんざし部材
28…支持部材
29…継手
30…第2かんぬき部材
31…本体
32…係止部
51…水平反力受け部材
52…水平反力受け部材
53…第1ガイド部
54…第2ガイド部
60…解体作業スペース
61…仮設屋根
62…外周足場
63…仮設梁
64…板材
65…ガーター
66…走行クレーン
211…下部
212…中央部
213…上部
214…貫通孔
215…補強プレート
1 ... Existing building (structure)
DESCRIPTION OF SYMBOLS 11, 11A ... Existing pillar 12 ... Existing beam 13 ... Existing slab 14 ... Floor opening 20, 20A ... Temporary pillar 21 ... Column member 22 ... Connecting member 23A ... Horizontal support rail 23B ... Horizontal support rail 24 ... Step rod 25 ... Step rod Jack 26 ... 1st bolt member 27 ... Hairpin member 28 ... Support member 29 ... Joint 30 ... 2nd bolt member 31 ... Main body 32 ... Locking part 51 ... Horizontal reaction force receiving member 52 ... Horizontal reaction force receiving member 53 ... 1st Guide part 54 ... Second guide part 60 ... Demolition work space 61 ... Temporary roof 62 ... Peripheral scaffolding 63 ... Temporary beam 64 ... Plate material 65 ... Garter 66 ... Traveling crane 211 ... Lower part 212 ... Central part 213 ... Upper part 214 ... Through hole 215 ... Reinforcement plate

Claims (6)

構造物を解体するための仮設屋根を支持する仮設屋根支持構造であって、
略鉛直方向に延びる仮設柱と、当該仮設柱が係止するかんぬき部材と、を備え、
当該かんぬき部材は、前記構造物の互いに直交する2つの既存梁に跨って配置されることを特徴とする仮設屋根支持構造。
A temporary roof support structure for supporting a temporary roof for dismantling the structure,
A temporary pillar that extends in a substantially vertical direction, and a pinch member that the temporary pillar locks;
The said piercing member is arrange | positioned ranging over the two existing beams orthogonal to each other of the said structure, The temporary roof support structure characterized by the above-mentioned.
前記互いに直交する2つの既存梁は、鉄骨梁であり、
当該鉄骨梁上のスラブの一部が撤去されて、当該鉄骨梁の一部が露出しており、
前記かんぬき部材は、前記露出した鉄骨梁に直接載置されることを特徴とする請求項1に記載の仮設屋根支持構造。
The two existing beams orthogonal to each other are steel beams,
A part of the slab on the steel beam has been removed, and a part of the steel beam has been exposed.
The temporary roof support structure according to claim 1, wherein the piercing member is directly placed on the exposed steel beam.
前記かんぬき部材は、長さが変更可能な構造であることを特徴とする請求項1または2に記載の仮設屋根支持構造。   The temporary roof support structure according to claim 1, wherein the piercing member has a structure whose length can be changed. 前記構造物に支持されて前記仮設柱の側面に当接する一対の水平反力受け部材をさらに備え、
当該一対の水平反力受け部材は、前記かんぬき部材を挟んで配置されることを特徴とする請求項1から3のいずれかに記載の仮設屋根支持構造。
A pair of horizontal reaction force receiving members supported by the structure and in contact with the side surfaces of the temporary columns;
The temporary roof support structure according to any one of claims 1 to 3, wherein the pair of horizontal reaction force receiving members are arranged with the pinch member interposed therebetween.
前記仮設柱は、鉛直方向に沿って延びる一対の柱部材を備え、
前記かんぬき部材は、前記一対の柱部材の間に挿通され、
前記一対の柱部材には、互いに対向する一組の貫通孔が鉛直方向に沿って複数組形成され、
前記複数組の貫通孔のうちの1つには、直線状のかんざし部材が挿通されて前記かんぬき部材に係止することを特徴とする請求項1から4のいずれかに記載の仮設屋根支持構造。
The temporary column includes a pair of column members extending along the vertical direction,
The bolt member is inserted between the pair of pillar members,
In the pair of pillar members, a plurality of sets of through holes facing each other are formed along the vertical direction,
5. The temporary roof support structure according to claim 1, wherein a linear hairpin member is inserted into one of the plurality of sets of through-holes and is locked to the watering member. 6. .
前記仮設柱の上端面および上側の側面は、前記仮設屋根に連結されることを特徴とする請求項1から5のいずれかに記載の仮設屋根支持構造。   The temporary roof support structure according to any one of claims 1 to 5, wherein an upper end surface and an upper side surface of the temporary column are connected to the temporary roof.
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