JP2017031676A - Earthquake resistant reinforcement method and reinforcement device of existing building - Google Patents

Earthquake resistant reinforcement method and reinforcement device of existing building Download PDF

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JP2017031676A
JP2017031676A JP2015153004A JP2015153004A JP2017031676A JP 2017031676 A JP2017031676 A JP 2017031676A JP 2015153004 A JP2015153004 A JP 2015153004A JP 2015153004 A JP2015153004 A JP 2015153004A JP 2017031676 A JP2017031676 A JP 2017031676A
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steel frame
rail
lifting
roof
existing
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JP6525198B2 (en
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高橋 新一
Shinichi Takahashi
新一 高橋
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鹿島建設株式会社
Kajima Corp
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Abstract

PROBLEM TO BE SOLVED: To provide an earthquake resistant reinforcement method and a device capable of economically reinforcing a building of a steel frame structure in a short construction period while using a floor surface.SOLUTION: A rail 20 extending up to a predetermined position P1 opposed to a use-time floor surface 11 from a position P2 opposed to an empty floor surface 12, is arranged on a roof 3 of an existing building 1 of a steel frame structure, and a suspension device 30 is installed in the predetermined position vicinity Q1-Q6 of the roof 3, and a reinforcement steel frame 6b is slidably moved along the rail 20 from the empty floor surface 12, and the reinforcement steel frame 6b slidably moved up to a position Q1-Q6 of the suspension device 30 is re-hooked on the suspension device 30, and suspended up to the roof 3, and the roof 3 is reinforced by joining the suspended reinforcement steel frame 6b to an existing steel frame (a steel frame column 15 in an illustrated example). For example, the rail 20 is formed as a trolley beam joined via a suspension material 22 to an existing steel frame 5a of the roof 3, and a sliding movement device 40 is formed as a hoist slidably movably suspended by the trolley beam.SELECTED DRAWING: Figure 1

Description

本発明は既存建屋の耐震補強工法及び補強装置に関し,とくに鉄骨造の既存建屋の内部に補強鉄骨を増設して建屋を耐震補強する工法及び装置に関する。   The present invention relates to a seismic reinforcement method and a reinforcing device for an existing building, and more particularly, to a construction method and a device for seismically reinforcing a building by adding a reinforcing steel frame inside an existing steel structure building.
鉄骨造の工場等の既存建屋を耐震補強する場合に,柱の間隔が広く壁も少ないことから,補強鉄骨(例えば鉄骨梁,鉄骨桁,ブレース材等)を屋根に設置することがある。従来,工場等の屋根に鉄骨を増設する場合は,工場内部の生産ラインを一旦停止し,生産ラインを移動して床面にスペースを確保したうえで,そのスペースに作業機械等を持ち込んで屋根に鉄骨を架設する工法を採ることが通常である。しかし,生産ラインは一旦停止すると完全に復旧させるために相当の時間を要することがあり,事業に大きな影響を及ぼすこともあるので,生産ラインの稼働を止めることなく(床面を使用したまま)耐震補強をすることを求められる場合がある。このような建屋の補強方法として,図5に示すように,天井に仮設床(防護構台)を設置し,その仮設床から屋根の補強鉄骨の建方作業を行う工法が提案されている(特許文献1参照)。   When retrofitting an existing building such as a steel frame factory, reinforcing columns (for example, steel beams, steel girders, brace materials, etc.) may be installed on the roof because the columns are wide and there are few walls. Conventionally, when adding a steel frame to the roof of a factory, etc., temporarily stop the production line inside the factory, move the production line to secure a space on the floor, and then bring a work machine etc. into that space. It is usual to adopt a method of erection of steel frames. However, once the production line is stopped, it may take a considerable amount of time to fully restore it, which may have a major impact on the business, so the operation of the production line is not stopped (while the floor is still used). You may be asked to make seismic reinforcement. As a method of reinforcing such a building, as shown in FIG. 5, a construction method has been proposed in which a temporary floor (protective gantry) is installed on the ceiling and a roof reinforcing steel frame is constructed from the temporary floor (Patent). Reference 1).
図5(A)は補強前の工場1の屋根3の伏図を示し,図5(D)はその工場1の奥行方向と交差する線D−Dの断面図を示す。図示例の工場1は,鉄骨梁5a,鉄骨桁5b,ブレース材5c等で組立てられた屋根3を有する鉄骨造の建屋であり,内部に第1空間2aと第2空間2bとが隣接するように形成されており,各内部空間2a,2bの床面に工作機械や装置等の生産ライン10が配置されている。図5(C)は補強後の工場1の屋根伏図を示し,図5(E)はその補強後の工場1の奥行方向と交差する線E−Eの断面図を示す。補強前後の伏図の比較から分かるように,補強後の工場1の屋根2には補強梁6a,補強桁6b,補強ブレース材6c等(以下,これらをまとめて補強鉄骨6という)が増設されている。   FIG. 5A shows a plan view of the roof 3 of the factory 1 before reinforcement, and FIG. 5D shows a cross-sectional view of a line DD that intersects the depth direction of the factory 1. The factory 1 shown in the drawing is a steel building having a roof 3 assembled with a steel beam 5a, a steel beam 5b, a brace material 5c, etc., so that the first space 2a and the second space 2b are adjacent to each other. A production line 10 for machine tools, devices, etc. is arranged on the floor surface of each internal space 2a, 2b. FIG. 5C shows a roof plan view of the factory 1 after reinforcement, and FIG. 5E shows a cross-sectional view of a line EE intersecting the depth direction of the factory 1 after reinforcement. As can be seen from the comparison of floor plans before and after reinforcement, the roof 2 of the factory 1 after reinforcement is augmented with reinforcement beams 6a, reinforcement beams 6b, reinforcement brace material 6c, etc. (hereinafter collectively referred to as reinforcement steel frames 6). ing.
図5(B)は,補強鉄骨6の建方作業時の屋根3の伏図を示している。先ず各内部空間2a,2bの隅部の天井にそれぞれ防護構台9(仮設床)を組立て,各空間2a,2bを上下2層(上層の工事エリア(防護構台面)と下層の稼働エリア(床面))に分離する。次いで内部空間2a,2bの幅方向両側にそれぞれ奥行方向に沿って複数の仮設柱7を設置し,その仮設柱7の上端に防護構台9から奥行方向に延びる仮設梁8を配置する。仮設梁8は,防護構台9上で組立てた補強鉄骨6を奥行方向へスライド移動させるためのレールとして機能する。上層の防護構台9において各空間2a,2bの幅方向長さ(1スパン長さ)の補強鉄骨6を組立て,組立てた補強鉄骨6を順次に仮設梁8上の所定位置までスライド移動させ,所定位置まで移動させた補強鉄骨6を既存鉄骨(柱材等)と接合することにより,下層の床面上の生産ライン10の稼働を止めることなく(床面を使用したまま)図5(C)及び(E)に示すような屋根3の補強をすることができる。   FIG. 5B shows a plan view of the roof 3 when the reinforcing steel frame 6 is erected. First, the protective gantry 9 (temporary floor) is assembled on the ceiling at the corner of each internal space 2a, 2b, and each space 2a, 2b is divided into two upper and lower layers (upper construction area (protective gantry surface) and lower working area (floor). Surface)). Next, a plurality of temporary columns 7 are installed along the depth direction on both sides in the width direction of the internal spaces 2a and 2b, and temporary beams 8 extending from the protective gantry 9 in the depth direction are arranged at the upper ends of the temporary columns 7. The temporary beam 8 functions as a rail for sliding the reinforcing steel frame 6 assembled on the protective gantry 9 in the depth direction. On the upper protective gantry 9, the reinforcing steel frames 6 having the lengths in the width direction (one span length) of the spaces 2a and 2b are assembled, and the assembled reinforcing steel frames 6 are sequentially slid to a predetermined position on the temporary beam 8, Fig. 5 (C) without stopping the operation of the production line 10 on the lower floor (by using the floor) by joining the reinforced steel 6 moved to the position with the existing steel (columns, etc.) Further, the roof 3 can be reinforced as shown in (E).
特開2012−112151号公報JP 2012-112151 A
しかし,図5のような工法は,強固な仮設床(防護構台9及び仮設梁8)を天井に構築するために工期とコストを要する問題点がある。すなわち,図5(B)において,防護構台9は少なくとも1スパン分の補強鉄骨6の重量を支持して組立て時にも動揺しない剛強さが必要であり,仮設梁(レール)8も1スパン分の補強鉄骨6を支持してスライド移動させる強固なものとする必要があり,そのような剛強な防護構台9や仮設梁8の敷設には時間がかかる。また,敷設に時間がかかると補強工事の全体工期が長くなり,ひいては補強工事のコストが嵩むことになる。防護構台9や仮設梁8は工事完了後に撤去する仮設構造物であり,仮設工事に多くの時間とコストをかけることは不合理・不経済でもある。床面上の生産ラインの稼働を止めずに鉄骨造屋根の補強工事を短工期で経済的に行うことができる耐震補強工法の開発が望まれている。   However, the construction method shown in FIG. 5 has a problem that requires a construction period and cost in order to construct a strong temporary floor (protective gantry 9 and temporary beam 8) on the ceiling. That is, in FIG. 5 (B), the protective gantry 9 must support the weight of the reinforcing steel frame 6 for at least one span and be rigid enough not to be shaken during assembly, and the temporary beam (rail) 8 is also equivalent to one span. It is necessary to support the reinforcing steel frame 6 so that it is slid and moved, and it takes time to install such a strong protective gantry 9 or temporary beam 8. In addition, if it takes time to lay, the entire construction period of the reinforcement work becomes longer, which in turn increases the cost of the reinforcement work. The protective gantry 9 and the temporary beam 8 are temporary structures that are removed after the completion of the construction, and it is irrational and uneconomical to spend a lot of time and cost on the temporary construction. Development of a seismic reinforcement method that can economically perform steel roof reinforcement work without stopping the operation of the production line on the floor is desired.
そこで本発明の目的は,床面を使用しながら鉄骨造の建屋を短工期で経済的に補強できる耐震補強工法及び装置を提供することにある。   Accordingly, an object of the present invention is to provide a seismic reinforcement method and apparatus capable of economically reinforcing a steel structure building in a short construction period while using a floor surface.
図1の実施例を参照するに,本発明による既存建屋の耐震補強工法は,鉄骨造の既存建屋1の屋根3に空き床面12と対向する位置P2から使用中床面11と対向する所定位置P1まで延びるレール20を配置し(図1(A)及び(B)参照),屋根3の所定位置近傍Q1〜Q6に吊上げ装置30を設置し(図1(B)及び(D)参照),空き床面12から補強鉄骨6bをレール20に吊下げてスライド移動させ(図1(C)参照),吊上げ装置30の位置Q1〜Q6までスライド移動させた補強鉄骨6bを吊上げ装置30に掛け直して屋根3まで吊上げ(図1(D)参照),吊上げた補強鉄骨6bを既存鉄骨(図示例では鉄骨柱15)と接合してなるものである。   Referring to the embodiment of FIG. 1, the seismic reinforcement method for an existing building according to the present invention is a predetermined structure facing the floor 11 in use from a position P2 facing the empty floor 12 on the roof 3 of the existing steel building 1. The rail 20 extending to the position P1 is disposed (see FIGS. 1A and 1B), and the lifting device 30 is installed in the vicinity of a predetermined position Q1 to Q6 of the roof 3 (see FIGS. 1B and 1D). Then, the reinforcing steel frame 6b is suspended from the empty floor surface 12 and slid and moved to the rail 20 (see FIG. 1C), and the reinforced steel frame 6b slid to the positions Q1 to Q6 of the lifting device 30 is hung on the lifting device 30. It is lifted up to the roof 3 (see FIG. 1 (D)), and the lifted reinforcing steel frame 6b is joined to an existing steel frame (steel column 15 in the illustrated example).
また図1の実施例を参照するに,本発明による既存建屋の耐震補強装置は,鉄骨造の既存建屋1の屋根に空き床面12と対向する位置P2から使用中床面11と対向する所定位置P1まで延ばして配置するレール20(図1(A)及び(B)参照),屋根の所定位置近傍Q1〜Q6に設置する吊上げ装置30(図1(B)及び(D)参照),及び空き床面12から補強鉄骨6bをレール20に吊下げてスライド移動させるスライド移動装置40(図1(C)参照)を備え,吊上げ装置30の位置Q1〜Q6までスライド移動させた補強鉄骨6bを吊上げ装置30に掛け直して屋根まで吊上げ(図1(D)参照),補強鉄骨6bを既存鉄骨(図示例では鉄骨柱15)と接合してなるものである。   Referring also to the embodiment of FIG. 1, the seismic reinforcement apparatus for an existing building according to the present invention is a predetermined opposed to the floor 11 in use from the position P2 facing the empty floor 12 on the roof of the existing steel building 1. Rail 20 extending to position P1 (see FIGS. 1A and 1B), lifting device 30 (see FIGS. 1B and 1D) installed near a predetermined position Q1 to Q6 on the roof, and A slide moving device 40 (see FIG. 1 (C)) that suspends and slides the reinforcing steel frame 6b from the empty floor 12 to the rail 20 and slides it to positions Q1 to Q6 of the lifting device 30 is provided. It is hung on the lifting device 30 and lifted to the roof (see FIG. 1D), and the reinforcing steel frame 6b is joined to the existing steel frame (steel column 15 in the illustrated example).
例えば図1(C)に示すように,レール20を屋根3の既存鉄骨5aに吊材22を介して取付けたトロリービームとし,スライド移動装置40をトロリービームにスライド移動可能に吊設されたホイストとすることができる。   For example, as shown in FIG. 1 (C), a rail 20 is a trolley beam attached to an existing steel frame 5a of a roof 3 via a suspension member 22, and a slide moving device 40 is suspended on the trolley beam so as to be slidable. It can be.
好ましい実施例では,図1(B)に示すように吊上げ装置30をレール20から水平方向に所定間隔Sだけ離れた平行な列状に複数設置し,図1(E)に示すように補強鉄骨6bを複数のブロック50a〜50fに分割したうえで各ブロック50をレール20に吊下げてスライド移動させ,各吊上げ装置30の位置Q1〜Q6までスライド移動させたブロック50a〜50fをそれぞれその吊上げ装置30に掛け直して屋根3まで吊上げ,吊上げた各ブロック50a〜50fを相互に連結する(図2及び図3参照)。   In a preferred embodiment, as shown in FIG. 1 (B), a plurality of lifting devices 30 are installed in parallel rows separated by a predetermined interval S from the rail 20 in the horizontal direction, and a reinforcing steel frame is shown in FIG. 1 (E). 6b is divided into a plurality of blocks 50a to 50f, each block 50 is suspended and slid on the rail 20, and the blocks 50a to 50f are slid to the positions Q1 to Q6 of the lifting devices 30, respectively. It is hung on 30 and lifted to the roof 3, and the lifted blocks 50a to 50f are connected to each other (see FIGS. 2 and 3).
更に好ましい実施例では,図2(C)及び(D)に示すように,スライド移動装置40をレール20上に複数設置し,各吊上げ装置30の位置Q1,Q2まで異なるスライド移動装置40によってスライド移動させた複数のブロック50a,50bをレール20上で相互に接合し,接合後のブロック(50a+50b)を吊上げ装置30に掛け直して屋根まで吊上げる。   In a more preferred embodiment, as shown in FIGS. 2 (C) and 2 (D), a plurality of slide moving devices 40 are installed on the rail 20 and slided by different slide moving devices 40 up to positions Q1 and Q2 of each lifting device 30. The plurality of moved blocks 50a and 50b are joined to each other on the rail 20, and the joined blocks (50a + 50b) are hung on the lifting device 30 and lifted to the roof.
本発明による既存建屋の耐震補強工法及び装置は,既存建屋1の屋根3に空き床面12と対向する位置P2から使用中床面11と対向する所定位置P1まで延びるレール20を配置し,屋根3の所定位置近傍Q1〜Q6に吊上げ装置30を設置し,空き床面12から補強鉄骨6bをレール20に吊下げてスライド移動させ,吊上げ装置30の位置Q1〜Q6までスライド移動させた補強鉄骨6bを吊上げ装置30に掛け直して屋根3まで吊上げ,吊上げた補強鉄骨6bを既存鉄骨15と接合するので,次の有利な効果を奏する。   The seismic strengthening method and apparatus for an existing building according to the present invention includes a rail 20 extending from a position P2 facing the empty floor surface 12 to a predetermined position P1 facing the used floor surface 11 on the roof 3 of the existing building 1 The lifting device 30 is installed in the vicinity of a predetermined position Q1 to Q6, the reinforcing steel frame 6b is suspended from the empty floor 12 by being slid and moved to the rail 20, and is slid to the positions Q1 to Q6 of the lifting device 30. 6b is hung on the lifting device 30 and lifted to the roof 3, and the lifted reinforcing steel frame 6b is joined to the existing steel frame 15. Therefore, the following advantageous effects are obtained.
(イ)建屋1の屋根に配置したレール20によって,空き床面12から補強鉄骨6bを生産ライン等が稼働する使用中床面11の上方へスライド移動させ,その補強鉄骨6bを既存鉄骨15と接合して屋根3を補強するので,床面上の生産ラインの稼働を止めずに,その床面と対向する屋根3を補強することができる。
(ロ)レール20に沿ってスライド移動させた補強鉄骨6bを吊上げ装置30に掛け直し,吊上げ装置30によって補強鉄骨6bを屋根まで持ち上げるので,レール20と同じ高さレベル又はレール20より高いレベルに補強鉄骨6bを建方することもできる。
(ハ)レール20と吊上げ装置30を水平方向に所定間隔Sだけ離して設置することにより,屋根下方の補強のために利用できるスペースが狭い場合でも,そのスペースにレール20及び吊上げ装置30の両者を配置して補強鉄骨6bを建方することもできる。
(A) The rail 20 arranged on the roof of the building 1 is used to slide the reinforcing steel frame 6b from the empty floor surface 12 to the upper side of the in-use floor surface 11 where the production line or the like operates, and the reinforcing steel frame 6b is connected to the existing steel frame 15. Since the roof 3 is reinforced by joining, the roof 3 facing the floor can be reinforced without stopping the operation of the production line on the floor.
(B) Since the reinforcing steel frame 6b slid along the rail 20 is re-hanged on the lifting device 30 and the reinforcing steel frame 6b is lifted up to the roof by the lifting device 30, the level is the same as the rail 20 or higher than the rail 20. The reinforcing steel frame 6b can also be constructed.
(C) By installing the rail 20 and the lifting device 30 apart from each other in the horizontal direction by a predetermined distance S, both the rail 20 and the lifting device 30 are included in the space even when the space available for reinforcement under the roof is narrow. It is also possible to construct the reinforcing steel frame 6b by arranging.
(ニ)建屋の一部分に空き床面12を確保すれば,仮設床のような強固な構造物を天井に構築する必要はなく,簡単なレール20及び吊上げ装置30を設置するだけで生産ラインの止めることなく屋根を補強できるので,従来工法に比して補強工事の工期短縮を図ると共にコストも低く抑えることができる。
(ホ)屋根3の既存鉄骨5aに吊材22を介して取付けたトロリービームをレール20とすることにより,従来工法のようにレールのために仮設柱等を設置する必要がなくなり,仮設工事の工期短縮及び低コスト化を図り,床面を使用しながら建屋を経済的に補強することが可能となる。
(ヘ)補強鉄骨6bを複数のブロック50a〜50fに分割して運ぶことにより,レール20や吊上げ装置30に加わる負荷を小さく抑え,レール20や吊上げ装置30の更なる簡単化・低コスト化を図ることができる。
(D) If an empty floor 12 is secured in a part of the building, there is no need to construct a strong structure such as a temporary floor on the ceiling, and only a simple rail 20 and lifting device 30 are installed. Since the roof can be reinforced without stopping, the construction period can be shortened and the cost can be reduced compared to the conventional method.
(E) By using the trolley beam attached to the existing steel frame 5a of the roof 3 via the suspension member 22 as the rail 20, it is not necessary to install a temporary pillar or the like for the rail as in the conventional construction method. The construction period can be shortened and the cost can be reduced, and the building can be economically reinforced while using the floor.
(F) By dividing and carrying the reinforcing steel frame 6b into a plurality of blocks 50a to 50f, the load applied to the rail 20 and the lifting device 30 can be kept small, and the rail 20 and the lifting device 30 can be further simplified and reduced in cost. Can be planned.
以下,添付図面を参照して本発明を実施するための形態及び実施例を説明する。
は,本発明による既存建屋の耐震補強装置の一実施例の説明図である。 は,複数のブロックに分割した補強鉄骨を用いた本発明の耐震補強工法の流れ図である。 は,図2に続く本発明の耐震補強工法の流れ図である。 は,本発明で用いるレール,吊上げ装置,及びスライド移動装置の一例の説明図である。 は,従来の既存建屋の耐震補強工法の一例の説明図である。
Hereinafter, embodiments and examples for carrying out the present invention will be described with reference to the accompanying drawings.
These are explanatory drawings of one Example of the earthquake-proof reinforcement apparatus of the existing building by this invention. These are the flowcharts of the earthquake-proof reinforcement method of this invention using the reinforced steel frame divided | segmented into the some block. These are the flowcharts of the earthquake-proof reinforcement method of this invention following FIG. These are explanatory drawings of an example of the rail used by this invention, a lifting device, and a slide movement apparatus. These are explanatory drawings of an example of a conventional seismic reinforcement method for existing buildings.
図1は,鉄骨造の工場である既存建屋1の屋根3に本発明の耐震補強装置を適用した実施例を示す。図1(A)は建屋1の補強後の屋根伏図を示し,周縁の鉄骨梁5a及び鉄骨桁5bとその内側の多数の比較的小径の鉄骨梁5aとで構成された補強前の既存屋根3が,ハッチングを付した補強鉄骨6(補強梁6a及び補強桁6b等)を増設することで補強されること表している。また,建屋内部の通り軸X2−X3,Y2−Y5で囲まれた範囲は工作機械等の生産ライン10が配置された使用中の床面11を示し,通り軸X3−X4,Y2−Y5で囲まれた範囲は使用中床面11に隣接する未使用の空き床面12を示している。   FIG. 1 shows an embodiment in which the seismic reinforcement device of the present invention is applied to the roof 3 of an existing building 1 which is a steel-frame factory. FIG. 1 (A) shows a roof plan after reinforcement of the building 1, and an existing roof before reinforcement composed of a peripheral steel beam 5a and a steel girder 5b and a number of relatively small-diameter steel beams 5a inside. 3 indicates that the reinforcing steel frame 6 (reinforcing beam 6a, reinforcing beam 6b, etc.) with hatching is added to be reinforced. Further, the range surrounded by the axes X2-X3, Y2-Y5 in the interior of the building shows the floor surface 11 in use where the production line 10 for machine tools or the like is arranged, and the axes X3-X4, Y2-Y5 The enclosed area shows an unused empty floor 12 adjacent to the floor 11 in use.
図1(B)は,図1(A)における楕円部分Bの拡大図を示す。また図1(C)及び(D)は,図1(B)のC−C線及びD−D線から見た側面図を示す。図1(C)に示すように,建屋1の生産ライン10の上方の既存屋根3までの高さH1(例えば3m程度)の空間において,既存屋根3から若干距離H0だけ低い所定位置P1に補強鉄骨6bを架け渡して既存鉄骨(例えば柱15)と接合する。本発明によれば,生産ライン10の稼働を止めずに,すなわち床面11を使用し続けながら,生産ライン10の上方に補強鉄骨6bを建方することができる。以下,図示例を参照して本発明を説明するが,本発明の適用対象は工場に限定されるわけではなく,屋根を補強する鉄骨造の既存建屋に広く適用できる。また,既存建屋を耐震補強する場合だけでなく,雪害対策を目的して既存建屋を補強する場合,或いは耐震及び雪害対策の両者を目的として既存建屋の屋根を補強する場合等にも本発明を適用することができる。   FIG. 1B shows an enlarged view of the oval part B in FIG. FIGS. 1C and 1D are side views taken along line CC and line DD in FIG. As shown in FIG. 1 (C), in a space with a height H1 (for example, about 3 m) to the existing roof 3 above the production line 10 of the building 1, reinforcement is performed at a predetermined position P1 slightly lower than the existing roof 3 by a distance H0. The steel frame 6b is bridged and joined to the existing steel frame (for example, the column 15). According to the present invention, the reinforcing steel frame 6b can be erected above the production line 10 without stopping the operation of the production line 10, that is, while continuing to use the floor surface 11. Hereinafter, the present invention will be described with reference to the illustrated examples. However, the application target of the present invention is not limited to a factory, and can be widely applied to existing steel-framed buildings that reinforce a roof. In addition, the present invention is applied not only to the seismic reinforcement of existing buildings, but also to the reinforcement of existing buildings for the purpose of snow damage countermeasures, or the case of reinforcing the roof of existing buildings for both earthquake resistance and snow damage countermeasures. Can be applied.
図示例の耐震補強装置は,建屋1の屋根3の空き床面12と対向する位置P2から使用中床面11と対向する所定位置P1まで延ばして配置したレール20と,その屋根3の所定位置P1の近傍位置Q1〜Q6に設置した吊上げ装置30と,空き床面12から補強鉄骨6bをレール20に吊下げてスライド移動させるスライド移動装置40とを有している。図1(A)及び(B)は建屋1の通り線Y4に補強鉄骨(鉄骨桁)6bを建方する場合を示しており,通り線Y4と平行に配置された直線状のレール20を示している。ただし,レール20は必ずしも直線状でなくてもよく,途中で曲がっていてもよい。また,図1(C)に示すように,レール20は補強鉄骨6bの建方位置P1と同じ高さレベルに配置することができる。更に,図示例ではレール20の一端P2を通り軸X3−X4の間に設けているが,レール20は所定位置P1から空き床面12と対向する任意位置P2(例えば通り軸X7−X8の間)に架け渡して配置することができ,それに応じてレール20の長さも任意に調整することができる。   The seismic reinforcement apparatus in the illustrated example includes a rail 20 extending from a position P2 facing the empty floor 12 of the roof 3 of the building 1 to a predetermined position P1 facing the floor 11 in use, and a predetermined position of the roof 3 There are a lifting device 30 installed at positions Q1 to Q6 in the vicinity of P1, and a slide moving device 40 that suspends the reinforcing steel frame 6b from the empty floor 12 and slides it on the rail 20. 1 (A) and 1 (B) show a case where a reinforcing steel frame (steel girder) 6b is erected on the street line Y4 of the building 1, and shows a straight rail 20 arranged in parallel with the street line Y4. ing. However, the rail 20 does not necessarily need to be linear, and may be bent along the way. In addition, as shown in FIG. 1C, the rail 20 can be arranged at the same height level as the construction position P1 of the reinforcing steel frame 6b. Further, in the illustrated example, the rail 20 is provided between the axis X3-X4 through one end P2 of the rail 20, but the rail 20 is located at an arbitrary position P2 (for example, between the path axes X7-X8) facing the empty floor 12 from a predetermined position P1. ) And the length of the rail 20 can be arbitrarily adjusted accordingly.
図4は,レール20と吊上げ装置30とスライド移動装置40の一例を拡大して示している。図示例のようにレール20は,例えば既存屋根3の既存鉄骨5aに吊材22を介して取付けたトロリービームとすることができる。図示例は,H鋼であるレール(トロリービーム)20に吊下げ板21を取付け,上端取付け部24を既存屋根3の鉄骨梁5aに接合した吊材22の下端取付け部24をレール20の吊下げ板21に接合している。吊材21の長さは,長さ調節部23によって適当に調節可能である。このようにレール20を既存鉄骨5aから吊下げることにより,図5の従来工法のようにレール設置のために仮設柱等を設置する必要がなくなり,レール設置の工期短縮及び低コスト化を図ることができる。レール20の構造は図示例に限定されるわけではなく,例えば吊材22を省略してレール20を既存鉄骨5aに直接接合することも可能である。   FIG. 4 shows an example of the rail 20, the lifting device 30, and the slide moving device 40 in an enlarged manner. As illustrated, the rail 20 can be a trolley beam attached to the existing steel frame 5a of the existing roof 3 via a suspension member 22, for example. In the illustrated example, a suspension plate 21 is attached to a rail (trolley beam) 20 made of H steel, and a lower end attachment portion 24 of a suspension member 22 in which an upper end attachment portion 24 is joined to a steel beam 5a of an existing roof 3 is suspended from the rail 20. It is joined to the lower plate 21. The length of the suspension member 21 can be appropriately adjusted by the length adjusting unit 23. By suspending the rail 20 from the existing steel frame 5a in this way, there is no need to install a temporary pillar or the like for the rail installation as in the conventional construction method of FIG. 5, and the construction time and cost reduction of the rail installation are reduced. Can do. The structure of the rail 20 is not limited to the illustrated example. For example, the suspension member 22 may be omitted and the rail 20 may be directly joined to the existing steel frame 5a.
また,図4に示す吊上げ装置30は,例えば屋根3の既存鉄骨5aに取り付けたホイスト又はチェーンブロックを用いたものである。図示例の吊上げ装置30は,上端の取付け部31を既存屋根3の鉄骨梁5aに接合し,下方に延ばした吊下げ索(チェーン)32の下端に鉤形フック33が取付けられている。玉掛け用クランプ44を用いて補強鉄骨6bにワイヤ45を玉掛けし,そのワイヤ45を鉤形フック33に掛けて吊下げ索32を巻き上げることにより,補強鉄骨6bを吊上げることができる。図4(A)に示すように,吊上げ装置30はレール20から水平方向に所定間隔S(例えば30cm程度)だけ離し,レール20と同じ高さレベルに設置することができる(図1(B)も参照)。   Further, the lifting device 30 shown in FIG. 4 uses a hoist or a chain block attached to the existing steel frame 5a of the roof 3, for example. In the lifting device 30 shown in the drawing, an upper end attachment portion 31 is joined to a steel beam 5a of an existing roof 3, and a hook-shaped hook 33 is attached to the lower end of a suspension rope (chain) 32 extending downward. The reinforced steel frame 6b can be lifted by hooking the wire 45 on the reinforcing steel frame 6b using the staking clamp 44 and winding the wire 45 on the hook-shaped hook 33 to wind up the suspension cable 32. As shown in FIG. 4A, the lifting device 30 can be separated from the rail 20 by a predetermined distance S (for example, about 30 cm) in the horizontal direction and installed at the same height level as the rail 20 (FIG. 1B). See also).
また,図4に示すスライド移動装置40は,例えばレール(トロリービーム)20にスライド移動可能に吊設されたホイスト又はチェーンブロックを用いたものである。図示例のスライド移動装置40は,上端のスライド式取付け部41をトロリービームにスライド移動可能に係止し,下方に延ばした吊下げ索(チェーン)42の下端に鉤形フック43を取付け,補強鉄骨6bに玉掛けされて玉掛けワイヤ45を鉤形フック33に掛けて吊下げることができる。図1(B)に示すように,レール(トロリービーム)20に複数のスライド移動装置40を係止させ,複数のスライド移動装置40によって荷重を分散させながら補強鉄骨6bを吊下げることができる。   Moreover, the slide moving device 40 shown in FIG. 4 uses, for example, a hoist or a chain block suspended from a rail (trolley beam) 20 so as to be slidable. The slide moving device 40 in the illustrated example has a sliding attachment portion 41 at the upper end slidably locked to the trolley beam, and a hook-shaped hook 43 is attached to the lower end of a hanging rope (chain) 42 that extends downward for reinforcement. The slinging wire 45 can be hung on the hook-shaped hook 33 and hung on the steel frame 6b. As shown in FIG. 1B, a plurality of slide moving devices 40 can be locked to the rail (trolley beam) 20, and the reinforcing steel frames 6 b can be suspended while the loads are distributed by the plurality of slide moving devices 40.
図示例の耐震補強装置を用いて生産ライン10の上方に補強鉄骨6bを建方する場合は,先ず建屋1の空き床面12に補強鉄骨6bを搬入し,レール20に係止したスライド移動装置40に吊下げる。次いで図1(C)に示すように,レール20に吊下げながら補強鉄骨6bを使用中床面11の上方所定位置P1まで水平方向に移動させ,図1(D)に示すように,吊上げ装置30の位置Q1〜Q6までスライド移動させた補強鉄骨6bを吊上げ装置30に掛け直し,吊上げ装置30によって補強鉄骨6bを建方レベルまで垂直方向に吊上げることができる。図示例では,吊下げ装置30により補強鉄骨6bをレール20と同じ高さレベルまで吊上げているが,必要に応じてレール20より高いレベルまで補強鉄骨6bを持ち上げることも可能である。建方レベルまで吊上げた補強鉄骨6bは,例えば補強鉄骨6bに先行して組み立てた柱15等の既存鉄骨とボルト締めや溶接等により接合する。既存鉄骨には,必要に応じて接合のための仕口部15aを予め施工しておくことができる。   When the reinforcing steel frame 6b is constructed above the production line 10 using the seismic reinforcing apparatus of the illustrated example, the slide moving apparatus in which the reinforcing steel frame 6b is first carried on the empty floor surface 12 of the building 1 and locked to the rail 20 is used. Suspend at 40. Next, as shown in FIG. 1 (C), the reinforcing steel frame 6b is moved horizontally to a predetermined position P1 above the floor surface 11 during use while being suspended from the rail 20, and as shown in FIG. 1 (D), the lifting device The reinforcing steel frame 6b slid to 30 positions Q1 to Q6 can be re-hanged on the lifting device 30, and the lifting device 30 can lift the reinforcing steel frame 6b in the vertical direction to the building level. In the illustrated example, the reinforcing steel frame 6b is lifted to the same height level as the rail 20 by the suspending device 30, but it is also possible to lift the reinforcing steel frame 6b to a level higher than the rail 20 if necessary. The reinforcing steel frame 6b lifted up to the construction level is joined to an existing steel frame such as the column 15 assembled prior to the reinforcing steel frame 6b by bolting, welding, or the like. The existing steel frame can be preliminarily constructed with a joint 15a for joining as required.
図示例では,レール20に6個のスライド移動装置40を係止し,レール20から水平方向に所定間隔Sだけ離れた平行な列状に6個の吊上げ装置30を設置し,6個のスライド移動装置40で補強鉄骨6を吊下げながら水平方向に移動すると共に,6個の吊上げ装置30で垂直方向に吊上げている。レール20と吊上げ装置30とを水平方向に離して設置することにより,図1(C)及び(D)のように既存屋根3と補強鉄骨6bの接合位置との間にスペースが狭い場合であっても,その狭いスペースにレール20及び吊上げ装置30の両者を配置することができ,スライド移動装置40から吊上げ装置30へ簡単に掛け替えることができる。所定間隔Sは,スライド移動装置40から吊上げ装置30への掛け替えができる範囲内で任意に設定可能である。   In the illustrated example, six slide moving devices 40 are locked to the rail 20, and six lifting devices 30 are installed in parallel rows separated from the rail 20 by a predetermined interval S in the horizontal direction. While the reinforcing steel frame 6 is suspended by the moving device 40 and moved in the horizontal direction, it is lifted by the six lifting devices 30 in the vertical direction. By installing the rail 20 and the lifting device 30 apart in the horizontal direction, the space between the existing roof 3 and the reinforcing steel frame 6b is narrow as shown in FIGS. 1 (C) and 1 (D). However, both the rail 20 and the lifting device 30 can be disposed in the narrow space, and the slide moving device 40 can be easily switched to the lifting device 30. The predetermined interval S can be arbitrarily set within a range in which the slide moving device 40 can be switched to the lifting device 30.
また,図示例のように既存屋根3に設置したレール20と吊上げ装置30とによって補強鉄骨6bを建方する工法によれば,従来工法のように強固な仮設床を天井に構築する必要はなくなり,建屋1の一部分に空き床面12を確保できれば,施工が比較的簡単なレール20及び吊上げ装置30により生産ラインの止めることなく屋根を補強することができる。従って,従来工法に比して補強工事の工期を短縮すると共に,工事コストも低く抑えることができ,床面を使用しながら既存建屋の耐震補強を経済的に施工することができる。また,図示例の工法により,雪害対策等を目的とした既存建屋の屋根の補強工事を経済的に施工することも可能となる。   Further, according to the construction method in which the reinforcing steel frame 6b is constructed by the rail 20 installed on the existing roof 3 and the lifting device 30 as shown in the drawing, it is not necessary to construct a strong temporary floor on the ceiling as in the conventional construction method. If the empty floor 12 can be secured in a part of the building 1, the roof can be reinforced without stopping the production line by the rail 20 and the lifting device 30 that are relatively easy to construct. Therefore, the construction period of the reinforcement work can be shortened as compared with the conventional construction method, and the construction cost can be kept low, and the seismic reinforcement of the existing building can be economically executed while using the floor surface. In addition, the construction method shown in the figure makes it possible to economically reinforce the roof of an existing building for the purpose of snow damage countermeasures.
好ましい実施例では,図1(E)に示すように補強鉄骨6bを複数のブロック50a〜50fに分割したうえで,既存屋根3に設置したレール20と吊上げ装置30とによって補強鉄骨6bをブロック50単位で建方する。上述したようにレール20及び吊上げ装置30を用いて補強鉄骨6bを建方することにより,大がかりとなる強固な仮設床の構築は不要となるが,1スパン分の補強梁6bをレール20に支持してスライド移動させるので,1スパン分の補強鉄骨6の負荷に耐えうる程度の剛強なレール20と及び吊上げ装置30が必要である。補強鉄骨6bを複数のブロック50a〜50fに分割して運ぶことにより,レール20や吊上げ装置30に加わる負荷を小さく抑えることができる。   In a preferred embodiment, the reinforcing steel frame 6b is divided into a plurality of blocks 50a to 50f as shown in FIG. 1 (E), and then the reinforcing steel frame 6b is blocked by the rail 20 and the lifting device 30 installed on the existing roof 3. Build in units. By constructing the reinforcing steel frame 6b using the rail 20 and the lifting device 30 as described above, it is not necessary to construct a strong temporary floor which is a large scale, but the reinforcing beam 6b for one span is supported on the rail 20. Therefore, the rail 20 and the lifting device 30 that are strong enough to withstand the load of the reinforcing steel frame 6 for one span are required. By carrying the reinforcing steel frame 6b divided into a plurality of blocks 50a to 50f, the load applied to the rail 20 and the lifting device 30 can be kept small.
図2及び図3は,補強鉄骨6bを6個のブロック50a〜50fに分割して生産ライン10の上方に建方する工法を示す。この図示例では,レール20上に4個のスライド移動装置40を係止したうえで,先ず図2(A)に示すように,空き床面12からブロック50aを2個のスライド移動装置40に吊下げながら使用中床面11の上方の吊上げ装置30の設置位置Q1までスライド移動させる。次に図2(B)に示すように,ブロック50bを2個のスライド移動装置40に吊下げて吊上げ装置30の設置位置Q2までスライド移動させ,図2(C)に示すように設置位置Q1,Q2にスライド移動させた2個のブロック50a,50bをレール20上で相互に接合する。その後,図2(D)に示すように接合したブロック(50a+50b)を吊上げ装置30に掛け直し,図2(E)に示すようにブロック(50a+50b)を建方位置まで吊上げて既存鉄骨15と接合する。   2 and 3 show a construction method in which the reinforcing steel frame 6b is divided into six blocks 50a to 50f and is built above the production line 10. FIG. In this illustrated example, after the four slide moving devices 40 are locked on the rail 20, first, as shown in FIG. 2A, the block 50a is moved from the empty floor 12 to the two slide moving devices 40. While being suspended, it is slid to the installation position Q1 of the lifting device 30 above the floor surface 11 in use. Next, as shown in FIG. 2 (B), the block 50b is suspended by the two slide moving devices 40 and slid to the installation position Q2 of the lifting device 30, and as shown in FIG. 2 (C), the installation position Q1. , Q2 are joined to each other on the rail 20 by sliding the blocks 50a and 50b. Thereafter, the block (50a + 50b) joined as shown in FIG. 2 (D) is re-hanged on the lifting device 30, and the block (50a + 50b) is lifted to the building position as shown in FIG. 2 (E) and joined to the existing steel frame 15. To do.
図2(D)において,ブロック(50a+50b)を吊上げ装置30に掛け直したのち,レール20上のスライド移動装置40は解放されるので,空き床面12に戻して他のブロック50cのスライド移動に利用できる。また,図2(E)において,既存鉄骨15と接合した後も吊上げ装置30を残してブロック(50a+50b)を吊下げているが,ブロック(50a+50b)を既存鉄骨15と接合した後は吊上げ装置30を解放し,解放された吊上げ装置30を撤去して他の位置に付け替えることも可能である。   In FIG. 2D, after the block (50a + 50b) is re-hanged on the lifting device 30, the slide moving device 40 on the rail 20 is released, so that it is returned to the empty floor surface 12 to slide the other block 50c. Available. In FIG. 2E, the block (50a + 50b) is suspended with the lifting device 30 remaining after joining the existing steel frame 15. However, after the block (50a + 50b) is joined to the existing steel frame 15, the lifting device 30 is left. It is also possible to release the lifting device 30 and remove it to another position.
次いで,図3(A)に示すように,空き床面12からブロック50cをスライド移動装置40に吊下げて吊上げ装置30の設置位置Q3までスライド移動させ,ブロック50dをスライド移動装置40に吊下げて吊上げ装置30の設置位置Q4までスライド移動させる。図3(B)に示すように設置位置Q3,Q4にスライド移動させた2個のブロック50c,50dはレール20上で相互に接合し,図3(C)に示すように吊上げ装置30に掛け直して建方位置まで吊上げ,図2(E)において既存鉄骨15と接合したブロック(50a+50b)と接合する。   Next, as shown in FIG. 3A, the block 50c is suspended from the empty floor 12 to the slide moving device 40 and slid to the installation position Q3 of the lifting device 30, and the block 50d is suspended from the slide moving device 40. Then, it is slid to the installation position Q4 of the lifting device 30. As shown in FIG. 3B, the two blocks 50c and 50d slid to the installation positions Q3 and Q4 are joined to each other on the rail 20, and hung on the lifting device 30 as shown in FIG. 3C. Then, it is lifted to the building position and joined to the block (50a + 50b) joined to the existing steel frame 15 in FIG.
図3(D)に示すように,上述した図3(A)〜(C)と同様の蔡久利を繰り返し,空き床面12からブロック50e,50fをスライド移動装置40に吊下げて吊上げ装置30の設置位置Q5,Q6までスライド移動させ,スライド移動させた2個のブロック50e,50fをレール20上で相互に接合したのち,接合したブロック(50e+50f)吊上げ装置30に掛け直して建方位置まで吊上げる。そのうえで,図3(E)に示すように,ブロック(50e+50f)の一端をブロック(50a+50b+50c+50d)と接合することにより既存鉄骨15と接合し,ブロック(50e+50f)の他端を他の既存鉄骨15と接合することにより,1スパン分の補強梁6bを建方することができる。   As shown in FIG. 3 (D), the same eternity as in FIGS. 3 (A) to 3 (C) described above is repeated, and the blocks 50e and 50f are suspended from the empty floor 12 by the slide moving device 40, and the lifting device 30 The two blocks 50e and 50f that have been slid are joined to each other on the rail 20, and then reattached to the lifted device 30 (50e + 50f) to the construction position. Lift it up. 3E, one end of the block (50e + 50f) is joined to the block (50a + 50b + 50c + 50d) to join the existing steel frame 15, and the other end of the block (50e + 50f) is joined to the other existing steel frame 15. By doing so, the reinforcing beam 6b for one span can be constructed.
図2及び図3のように補強鉄骨6bを複数のブロック50a〜50fに分割して建方する工法によれば,レール20や吊上げ装置30によって2ブロック分の荷重を支持すれば足り,図1のように1スパン分の鉄骨荷重を支持しなければならない工法に比して,レール20や吊上げ装置30に加わる負荷を1/3程度に小さく抑えることができる。このため,レール20や吊上げ装置30を比較的簡単なものとすることができ,生産ラインの止めることなく耐震補強工事その他の屋根を補強する工事の工期を更に短縮し,コストを更に低下させることが期待できる。   According to the construction method in which the reinforcing steel frame 6b is divided into a plurality of blocks 50a to 50f as shown in FIGS. 2 and 3, it is sufficient to support the load of two blocks by the rail 20 and the lifting device 30. Thus, the load applied to the rail 20 and the lifting device 30 can be reduced to about 1/3 as compared with the construction method that must support the steel load for one span. For this reason, the rail 20 and the lifting device 30 can be made relatively simple, further shortening the construction period of the seismic reinforcement work and other roof work without stopping the production line, and further reducing the cost. Can be expected.
なお,図2及び図3の実施例では,スライド移動させた補強鉄骨6bの2個のブロック50をレール20上で相互に接合し,接合したブロック(50+50)を吊上げ装置30に掛け直して建方位置に吊上げているが,レール20上でのブロック50の接合を省略することも可能である。すなわち,補強鉄骨6bのブローク50を1個ずつスライド移動装置40に吊下げて吊上げ装置30の設置位置Qまでスライド移動させ,スライド移動させたブロック50を1個ずつ吊上げ装置30に掛け直して建方位置まで吊上げて既存鉄骨15に接合する。このサイクルを各ブロック50について順次繰り返し,建方位置に吊上げて各ブロック50を既存鉄骨15に接合すると共にブロック50を相互に連結することにより,図3(E)と同様の1スパン分の補強梁6bを建方することができる。ブローク50を1個ずつスライド移動させて吊り上げることにより,レール20や吊上げ装置30に加わる負荷を更に小さく抑え,生産ラインの止めることなく耐震補強工事その他の屋根を補強する工事の更なる短工期化,低コスト化を図ることが期待できる。   2 and 3, the two blocks 50 of the reinforced steel frames 6 b that have been slid are joined together on the rail 20, and the joined blocks (50 + 50) are re-hanged on the lifting device 30 and built. It is possible to omit the joining of the block 50 on the rail 20 although it is lifted in one direction. That is, the broke 50 of the reinforcing steel frame 6b is suspended one by one on the slide moving device 40 and slid to the installation position Q of the lifting device 30, and the slid block 50 is remounted on the lifting device 30 one by one. It is lifted up to this position and joined to the existing steel frame 15. This cycle is sequentially repeated for each block 50, and the blocks 50 are joined to the existing steel frame 15 by being lifted to the building position, and the blocks 50 are connected to each other, thereby reinforcing one span as in FIG. The beam 6b can be erected. By lifting and moving the broke 50 one by one, the load applied to the rail 20 and the lifting device 30 is further reduced, and the earthquake-proof reinforcement work and other roof reinforcement work are further shortened without stopping the production line. Therefore, it can be expected to reduce costs.
こうして本発明の目的である「床面を使用しながら鉄骨造の建屋を短工期で経済的に補強できる耐震補強工法及び装置」の提供を達成することができる。 Thus, it is possible to achieve the object of the present invention, “the seismic reinforcement method and apparatus capable of economically reinforcing a steel structure building in a short construction period while using the floor surface”.
1…鉄骨造の既存建屋(工場) 2…内部空間
3…屋根 5…既存鉄骨
5a…既存鉄骨(梁材) 5b…既存鉄骨(桁材)
5c…既存鉄骨(ブレース材) 6…補強鉄骨
6a…補強鉄骨(梁材) 6b…補強鉄骨(桁材)
6c…補強鉄骨(ブレース材) 7…柱材(仮設柱)
8…繋ぎ梁(仮設梁) 9…防護構台(作業床)
10…生産エリア 11…使用中床面
12…空き床面
14…既設柱 14a…仕口部
15…新規柱 15a…仕口部
20…レール(トロリービーム) 21…吊下げ板
22…吊材 23…長さ調節部
24…取付け部
30…吊上げ装置(ホイスト)
31…摺動式取付け部 32…吊下げ索
33…鉤形フック
40…スライド移動装置(ホイスト)
41…スライド式取付け部 42…吊下げ索
43…鉤形フック
44…玉掛け用クランプ 45…玉掛けワイヤ
50…鉄骨ブロック 51…接合部材
1 ... Existing steel building (factory) 2 ... Interior space 3 ... Roof 5 ... Existing steel 5a ... Existing steel (beam) 5b ... Existing steel (girder)
5c ... Existing steel frame (brace material) 6 ... Reinforced steel frame 6a ... Reinforced steel frame (beam material) 6b ... Reinforced steel frame (girder material)
6c: Reinforced steel frame (brace material) 7 ... Column material (temporary column)
8 ... Connecting beam (temporary beam) 9 ... Protective gantry (work floor)
DESCRIPTION OF SYMBOLS 10 ... Production area 11 ... Floor surface in use 12 ... Empty floor surface 14 ... Existing pillar 14a ... Joint part 15 ... New pillar 15a ... Joint part 20 ... Rail (trolley beam) 21 ... Hanging plate 22 ... Suspension material 23 ... length adjustment part 24 ... attachment part 30 ... lifting device (hoist)
31 ... Sliding attachment part 32 ... Hanging cable 33 ... Hook-shaped hook 40 ... Slide moving device (hoist)
DESCRIPTION OF SYMBOLS 41 ... Sliding attachment part 42 ... Suspension rope 43 ... Hook-shaped hook 44 ... Clamp for sling 45 ... sling wire 50 ... Steel block 51 ... Joining member

Claims (8)

  1. 鉄骨造の既存建屋の屋根に空き床面と対向する位置から使用中床面と対向する所定位置まで延びるレールを配置し,前記屋根の所定位置近傍に吊上げ装置を設置し,前記空き床面から補強鉄骨を前記レールに吊下げてスライド移動させ,前記吊上げ装置の位置までスライド移動させた補強鉄骨を当該吊上げ装置に掛け直して屋根まで吊上げ,前記吊上げた補強鉄骨を既存鉄骨と接合してなる既存建屋の耐震補強工法。 A rail extending from a position facing the empty floor to a predetermined position facing the floor in use is placed on the roof of the existing steel structure building, and a lifting device is installed in the vicinity of the predetermined position of the roof. The reinforced steel frame is suspended by sliding on the rail, and the reinforced steel frame slid to the position of the lifting device is hung on the lifting device and lifted to the roof. The lifted reinforcing steel frame is joined to the existing steel frame. Seismic reinforcement method for existing buildings.
  2. 請求項1の工法において,前記レールを屋根の既存鉄骨に吊材を介して取付けたトロリービームとしてなる既存建屋の耐震補強工法。 2. The method of claim 1, wherein the rail is attached to an existing steel frame of a roof via a suspension member as a trolley beam.
  3. 請求項1又は2の工法において,前記吊上げ装置を前記レールから水平方向に所定間隔離れた平行な列状に複数設置し,前記補強鉄骨を複数のブロックに分割したうえで各ブロックを前記レールに吊下げてスライド移動させ,前記各吊上げ装置の位置までスライド移動させたブロックをそれぞれ当該吊上げ装置に掛け直して屋根まで吊上げ,前記吊上げた各ブロックを相互に連結してなる既存建屋の耐震補強工法。 The method according to claim 1 or 2, wherein a plurality of the lifting devices are installed in parallel rows spaced apart from the rail by a predetermined distance in the horizontal direction, and the reinforcing steel frame is divided into a plurality of blocks. A seismic reinforcement method for existing buildings, which is suspended and slid, and the blocks that have been slid to the position of each lifting device are hung on the lifting device, lifted to the roof, and the raised blocks are connected to each other. .
  4. 請求項3の工法において,前記各吊上げ装置の位置までスライド移動させた複数のブロックをレール上で相互に接合し,前記接合後のブロックを吊上げ装置に掛け直して屋根まで吊上げてなる既存建屋の耐震補強工法。 The construction method according to claim 3, wherein a plurality of blocks slid to the position of each lifting device are joined to each other on a rail, and the joined block is hung on the lifting device and lifted to the roof. Seismic reinforcement method.
  5. 鉄骨造の既存建屋の屋根に空き床面と対向する位置から使用中床面と対向する所定位置まで延ばして配置するレール,前記屋根の所定位置近傍に設置する吊上げ装置,及び前記空き床面から補強鉄骨を前記レールに吊下げてスライド移動させるスライド移動装置を備え,前記吊上げ装置の位置までスライド移動させた補強鉄骨を当該吊上げ装置に掛け直して屋根まで吊上げ,前記吊上げた補強鉄骨を既存鉄骨と接合してなる既存建屋の耐震補強装置。 A rail that extends from a position facing a vacant floor to a predetermined position facing a floor in use on a roof of an existing steel structure building, a lifting device installed near a predetermined position of the roof, and the vacant floor A slide moving device is provided for suspending and sliding the reinforcing steel frame to the rail. The reinforcing steel frame slid to the position of the lifting device is hung on the lifting device and lifted to the roof, and the lifted reinforcing steel frame is moved to the existing steel frame. Seismic reinforcement device for existing buildings joined with
  6. 請求項5の装置において,前記レールを屋根の既存鉄骨に吊材を介して取付けたトロリービームとし,前記スライド移動装置をトロリービームにスライド移動可能に吊設されたホイストとしてなる既存建屋の耐震補強装置。 6. The apparatus according to claim 5, wherein the rail is a trolley beam attached to an existing steel frame of a roof via a suspension member, and the slide moving device is a hoist suspended so as to be slidable on the trolley beam. apparatus.
  7. 請求項5又は6の装置において,前記吊上げ装置を前記レールから水平方向に所定間隔離れた平行な列状に複数設置し,前記補強鉄骨を複数のブロックに分割したうえで各ブロックを前記レールに吊下げてスライド移動させ,前記各吊上げ装置の位置までスライド移動させたブロックをそれぞれ当該吊上げ装置に掛け直して屋根まで吊上げ,前記吊上げた各ブロックを相互に連結してなる既存建屋の耐震補強装置。 The apparatus according to claim 5 or 6, wherein a plurality of the lifting devices are installed in parallel rows spaced apart from the rail in a horizontal direction by dividing the reinforcing steel frame into a plurality of blocks, and each block is attached to the rail. A seismic reinforcement device for an existing building, which is suspended and slid, the blocks slid to the position of each lifting device are hung on the lifting device, lifted to the roof, and the raised blocks are connected to each other. .
  8. 請求項7の装置において,前記スライド移動装置を前記レール上に複数設置し,前記各吊上げ装置の位置まで異なるスライド移動装置によってスライド移動させた複数のブロックをレール上で相互に接合し,前記接合後のブロックを吊上げ装置に掛け直して屋根まで吊上げてなる既存建屋の耐震補強装置。 8. The apparatus according to claim 7, wherein a plurality of slide moving devices are installed on the rail, a plurality of blocks slid by different slide moving devices up to the position of each lifting device are joined to each other on the rail, and the joining is performed. A seismic reinforcement device for an existing building, where the rear block is hung on the lifting device and lifted to the roof.
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CN111877790A (en) * 2020-07-01 2020-11-03 上海建工集团股份有限公司 Construction method for integrally jacking and replacing new and old steel roof
CN111877761A (en) * 2020-06-19 2020-11-03 上海建工集团股份有限公司 Assembly type automatic mounting tool system and method for precast concrete column

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JP2012112151A (en) * 2010-11-24 2012-06-14 Shimizu Corp Seismic strengthening method for roof

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CN111877790B (en) * 2020-07-01 2021-11-09 上海建工集团股份有限公司 Construction method for integrally jacking and replacing new and old steel roof

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