JP6525198B2 - Seismic reinforcement method and reinforcement system for existing buildings - Google Patents
Seismic reinforcement method and reinforcement system for existing buildings Download PDFInfo
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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 an aseismatic reinforcing method and a reinforcing device of an existing building, and more particularly to a method and an apparatus for reinforcing a building by aseismic reinforcing by adding a reinforcing steel frame inside the existing steel-framed existing 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 seismically reinforcing an existing building such as a steel frame factory, reinforced steel frames (for example, steel beams, steel girder, braces, etc.) may be installed on the roof because the distance between columns is small and walls are small. 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 surface, bring a working machine etc. to that space It is usual to adopt a construction method of erecting a steel frame. However, once the production line is stopped, it may take a considerable amount of time to restore completely, which may have a major impact on the business, so without stopping the operation of the production line (while using the floor) It may be required to do 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 framework) is installed on the ceiling and construction work of reinforcing steel of the roof is performed 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 D-D intersecting with the depth direction of the factory 1. The factory 1 in the illustrated example is a steel-framed building having a roof 3 assembled of steel beams 5a, steel girder 5b, brace 5c, etc., so that the first space 2a and the second space 2b are adjacent to each other. A production line 10 such as a machine tool or apparatus is disposed on the floor of each of the internal spaces 2a and 2b. FIG. 5C shows a roof plan of the factory 1 after reinforcement, and FIG. 5E shows a cross-sectional view of a line E-E intersecting the depth direction of the factory 1 after reinforcement. As can be seen from the comparison of the draft before and after reinforcement, reinforcement beams 6a, reinforcement girder 6b, reinforcement braces 6c, etc. (hereinafter collectively referred to as reinforcement steel 6) are added to the roof 2 of the factory 1 after reinforcement 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. 5 (B) shows a plan view of the roof 3 at the time of construction work of the reinforced steel frame 6. First, the protective gantry 9 (temporary floor) is assembled on the ceiling of the corner of each internal space 2a, 2b, and each space 2a, 2b is divided into upper and lower two layers (upper construction area (protective gantry surface) and lower layer operating area (floor) Separate into faces)). 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 in the depth direction from the protective structure 9 are arranged at the upper ends of the temporary columns 7. The temporary beam 8 functions as a rail for sliding the reinforced steel frame 6 assembled on the protective gantry 9 in the depth direction. Assemble reinforced steel frame 6 of the width direction length (1 span length) of each space 2a, 2b in upper layer protective framework 9 and slide assembled reinforced steel frame 6 sequentially to a predetermined position on temporary beam 8, By joining the reinforced steel frame 6 moved to the position with the existing steel frame (column material etc.), without stopping the operation of the production line 10 on the floor of the lower layer (with the floor being used), FIG. 5 (C) The roof 3 can be reinforced as shown in and (E).
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 as shown in FIG. 5 has a problem that the construction period and cost are required to construct a strong temporary floor (protective framework 9 and temporary beam 8) on the ceiling. That is, in FIG. 5 (B), the protective gantry 9 needs to support the weight of the reinforced steel frame 6 for at least one span and must have sufficient rigidity not to shake even at the time of assembly, and the temporary beam (rail) 8 also has one span It is necessary to support the reinforcing steel frame 6 so as to be able to slide and make it strong, and it takes time to lay such a rigid protective gantry 9 and temporary beam 8. In addition, if it takes time for laying, the whole construction period of reinforcement work will be prolonged, and the cost of reinforcement work will increase. The protective gantry 9 and the temporary beam 8 are temporary structures to be removed after completion of the construction, and it is unreasonable and uneconomical to spend much time and cost on the temporary construction. It is desirable to develop an aseismatic reinforcement method that can economically carry out reinforcement work of a steel frame roof in a short construction period without stopping operation of a production line on the floor surface.
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。 Therefore, an object of the present invention is to provide an antiseismic reinforcing method and apparatus capable of economically reinforcing a steel-framed 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），レール２０から水平方向に所定間隔Ｓだけ離れた屋根３の所定位置近傍Ｑ１〜Ｑ６にレール２０と平行な列状に複数の吊上げ装置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），各吊上げ装置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。 With reference to the embodiment shown in FIG. 1, the seismic strengthening method of the existing building according to the present invention is a method of facing the floor 11 from the position P2 facing the empty floor 12 to the roof 3 of the existing building 1 made of steel frame. A rail 20 extending to a position P1 is disposed (see FIGS. 1A and 1B), and a row parallel to the rail 20 in the vicinity of predetermined positions Q1 to Q6 of the roof 3 which is horizontally separated from the rail 20 by a predetermined space S A plurality of lifting devices 30 (see FIGS. 1B and 1D) and suspending the reinforcing steel frame 6b from the vacant floor surface 12 on the rails 20 and slidingly moving them (see FIG. 1C), The reinforced steel frame 6b slid to the positions Q1 to Q6 of each lifting device 30 is hung again on the lifting device 30 and lifted up to the roof 3 (see FIG. 1D), the lifted reinforced steel frame 6b is an existing steel frame (in the illustrated example) Bonded to steel frame column 15) A.
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），レール２０から水平方向に所定間隔Ｓだけ離れた屋根の所定位置近傍Ｑ１〜Ｑ６にレール２０と平行な列状に設置する複数の吊上げ装置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，各吊上げ装置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。 Further, referring to the embodiment of FIG. 1, the aseismic reinforcing device of the existing building according to the present invention is a predetermined structure which is opposed to the floor 11 during use from the position P2 opposed to the vacant floor 12 on the roof of the existing building 1 made of steel frame. Rails 20 (see FIGS. 1 (A) and 1 (B)) extended to position P1 (see FIGS. 1A and 1B), rows parallel to rails 20 at predetermined positions near Q1 to Q6 of the roof spaced horizontally from rail 20 by predetermined spacing S a plurality of lifting device 30 to be installed in (FIG. 1 (B) and (D) refer), and the slide moving device 40 for sliding movement suspended from the free floor 12 of the reinforcing steel 6b to the rails 20 (FIG. 1 (C) (Refer to Fig. 1 (D)), and the reinforced steel frame 6b slidingly moved to the positions Q1 to Q6 of each lifting device 30 is hung on the lifting device 30 and lifted to the roof 3 (see Fig. 1 (D)) Steel frame (example shown Those formed by joining the steel columns 15) and.
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), the rail 20 is a trolley beam attached to the existing steel frame 5a of the roof 3 via the suspension 22 and the slide moving device 40 is a hoist mounted to be able to slide on the trolley beam. It can be done.
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 the preferred embodiment, as shown in FIG. 1 (E), the reinforcing steel frame 6b is divided into a plurality of blocks 50a to 50f, and then each block 50 is hung on a rail 20 and slid to move the position Q1 of each lifting device 30. The blocks 50a to 50f moved to slide to Q6 are respectively hung on the lifting device 30 and lifted to the roof 3 to connect the lifted blocks 50a to 50f 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 further preferred embodiment, as shown in FIGS. 2C and 2D, a plurality of slide moving devices 40 are installed on the rail 20, and the slide moving devices 40 slide to different positions Q1 and Q2 of the lifting devices 30. The moved blocks 50a and 50b are joined together on the rail 20, and the joined block (50a + 50b) is hung on the lifting device 30 and lifted up 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，レール２０から水平方向に所定間隔Ｓだけ離れた屋根３の所定位置近傍Ｑ１〜Ｑ６にレール２０と平行な列状に複数の吊上げ装置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，各吊上げ装置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。 Seismic Retrofit and apparatus existing buildings according to the invention, to place the rail 20 extending to a predetermined position P1 opposed to the bed surface 11 using the position P2 facing the free floor 12 to the roof 3 of the existing building 1, rails A plurality of lifting devices 30 are installed in a row parallel to the rails 20 in the vicinity of predetermined positions Q1 to Q6 of the roof 3 horizontally separated from 20 by a predetermined distance S, and reinforcing steel frames 6b are attached to the rails 20 from the vacant floor surface 12 The reinforced steel frame 6b suspended by sliding and moved to the position Q1 to Q6 of each lifting device 30 is hung on the lifting device 30 again and lifted to the roof 3 and the lifted reinforced steel frame 6b is joined to the existing steel frame 15 , Produces the following advantageous effects.
（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 reinforcing steel frame 6b is slid from the vacant floor surface 12 to the upper side of the in-use floor surface 11 where the production line and the like are operated by the rails 20 arranged on the roof of the building 1. Since the roof 3 is joined to reinforce the roof 3, the roof 3 opposite to the floor surface can be reinforced without stopping the operation of the production line on the floor surface.
(B) The reinforced steel frame 6b slid along the rail 20 is hooked back to the lifting device 30, and the lifting frame 30 lifts the reinforced steel frame 6b to the roof, so that the same height level as the rail 20 or a level higher than the rail 20 The reinforced steel frame 6b can also be erected.
(C) By installing the rail 20 and the lifting device 30 horizontally apart by a predetermined distance S, both the rail 20 and the lifting device 30 can be used in the space even if the space available for reinforcement below the roof is narrow. Can be placed to construct a reinforced steel frame 6b.
（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 surface 12 is secured in a part of the building, there is no need to construct a strong structure like a temporary floor on the ceiling, but simply installing simple rails 20 and lifting devices 30 in the production line Since the roof can be reinforced without stopping, the construction period of the reinforcement work can be shortened and the cost can be reduced as compared with the conventional method.
(E) The trolley beam attached to the existing steel frame 5a of the roof 3 via the suspension 22 is the rail 20, eliminating the need for installing a temporary column or the like for the rail as in the conventional method, and temporary construction The construction period can be shortened and the cost can be reduced, and the floor can be used to economically reinforce the building.
(F) The reinforcement steel frame 6b is divided and carried into a plurality of blocks 50a to 50f to reduce the load applied to the rail 20 and the lifting device 30, and further simplification and cost reduction of the rail 20 and the lifting device 30 Can be
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。
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 aseismatic reinforcing 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 comprising a steel frame beam 5a at the periphery and a steel frame girder 5b and a large number of relatively small diameter steel frame beams 5a inside thereof. 3 indicates that the hatching is performed by adding a reinforcing steel frame 6 (reinforcing beam 6a and reinforcing girder 6b, etc.). In addition, the area enclosed by axes X2-X3 and Y2-Y5 as in the interior of the building indicates the floor 11 in use where the production line 10 such as a machine tool is arranged, and the axes X3-X4 and Y2-Y5 The enclosed area shows the unused 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. 1 (B) shows an enlarged view of an elliptical portion B in FIG. 1 (A). Moreover, FIG.1 (C) and (D) show the side view seen from the CC line and DD line of FIG. 1 (B). As shown in FIG. 1 (C), in the space of height H1 (for example, about 3 m) to the existing roof 3 above the production line 10 of the building 1, it reinforces to the predetermined position P1 slightly lower than the existing roof 3 by the distance H0. The steel frame 6b is bridged and joined to the existing steel frame (eg, column 15). According to the present invention, the reinforced steel frame 6b can be constructed 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 example, but the application of the present invention is not limited to a factory, and the present invention can be widely applied to an existing steel frame building reinforced with a roof. Furthermore, the present invention is applied not only to the case of seismic strengthening of existing buildings, but also to the case of reinforcing existing buildings for the purpose of snow damage countermeasures or to the case of reinforcing the roof of existing buildings for the purpose of both earthquake resistance and snow damage measures. It can apply.
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 aseismatic reinforcing device of the illustrated example is a rail 20 extended from a position P2 facing the empty floor surface 12 of the roof 3 of the building 1 to a predetermined position P1 facing the floor surface 11 during use, and a predetermined position of the roof 3 A lifting device 30 installed at a position Q1 to Q6 near P1 and a slide moving device 40 for hanging the reinforcing steel frame 6b from the vacant floor surface 12 to the rail 20 and slidingly moving it. FIGS. 1 (A) and 1 (B) show a case where a reinforced steel frame (steel frame girder) 6b is erected on the line Y4 of the building 1, and shows straight rails 20 arranged parallel to the line Y4. ing. However, the rails 20 may not necessarily be straight, and may be bent halfway. Further, as shown in FIG. 1 (C), the rail 20 can be disposed at the same height level as the construction position P1 of the reinforcing steel frame 6b. Furthermore, in the illustrated example, one end P2 of the rail 20 is provided between the axes X3 to X4. However, the rail 20 is an arbitrary position P2 facing the vacant floor surface 12 from the predetermined position P1 (for example, between the passing axes X7 to X8) ), 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, for example, a trolley beam attached to the existing steel frame 5 a of the existing roof 3 via the lifting members 22. In the illustrated example, the hanging plate 21 is attached to the rail (trolley beam) 20 made of H steel, and the lower end attaching portion 24 of the hanging member 22 is joined to the steel frame 5a of the existing roof 3 It is joined to the lowering plate 21. The length of the hanging member 21 can be appropriately adjusted by the length adjusting unit 23. As described above, by suspending the rail 20 from the existing steel frame 5a, it is not necessary to install a temporary column or the like for rail installation as in the conventional method of FIG. 5, thereby shortening the construction period and cost reduction of rail installation. Can. The structure of the rail 20 is not limited to the illustrated example. For example, it is also possible to directly connect the rail 20 to the existing steel frame 5a by omitting the hanging member 22.
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, for example, a hoist or a chain block attached to the existing steel frame 5 a of the roof 3. The lifting device 30 of the illustrated example has the mounting portion 31 at the upper end joined to the steel beam 5a of the existing roof 3, and the hook shaped hook 33 is attached to the lower end of the hanging cable (chain) 32 extended downward. The reinforcement steel frame 6b can be lifted by slinging the wire 45 on the reinforcing steel frame 6b using the hooking clamp 44 and hooking the wire 45 on the hook-shaped hook 33 to wind up the hanging rope 32. As shown in FIG. 4A, the lifting device 30 can be separated from the rail 20 in the horizontal direction by a predetermined distance S (for example, about 30 cm) 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。 The slide moving device 40 shown in FIG. 4 uses, for example, a hoist or a chain block which is slidably mounted on a rail (trolley beam) 20. The slide moving device 40 of the illustrated example has the slide type mounting portion 41 at the upper end slidably locked to the trolley beam, and the hook shaped hook 43 is attached to the lower end of the hanging rope (chain) 42 extended downward and reinforced It is hooked to the steel frame 6b, and the hooking wire 45 can be hung by hooking on the hook-shaped hook 33. As shown in FIG. 1B, a plurality of slide moving devices 40 are locked to a rail (trolley beam) 20, and the reinforcing steel frame 6b can be suspended while the load is dispersed 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 erecting a reinforced steel frame 6b above the production line 10 using the aseismatic reinforcing device of the illustrated example, first, the slide moving device carries the reinforced steel frame 6b into the empty floor surface 12 of the building 1 and locks it to the rail 20 Hang on 40 Next, as shown in FIG. 1 (C), the reinforcement steel frame 6b is horizontally moved to a predetermined position P1 above the floor surface 11 during use while suspended from the rail 20, as shown in FIG. 1 (D) The reinforced steel frame 6b slidingly moved to the 30 positions Q1 to Q6 can be hung on the lifting device 30 again, and the lifting device 30 can vertically lift the reinforced steel frame 6b to the construction level. In the illustrated example, the reinforcing steel frame 6b is lifted to the same height level as the rail 20 by the suspension 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 reinforced steel frame 6b lifted to the construction level is joined, for example, by bolting or welding to an existing steel frame such as a column 15 assembled in advance of the reinforced steel frame 6b. In the existing steel frame, a connection 15a for joining can be installed in advance, if necessary.
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 distance S in the horizontal direction, and six slides The moving device 40 horizontally moves while suspending the reinforcing steel frame 6, and the six lifting devices 30 vertically lift. In the case where the space between the existing roof 3 and the joining position of the reinforcing steel frame 6b is narrow as shown in FIGS. 1 (C) and 1 (D) by installing the rail 20 and the lifting device 30 horizontally apart. 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 the range in which the slide moving device 40 can switch 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。 Also, according to the construction method of erecting the reinforced steel frame 6b by the rails 20 and the lifting device 30 installed on the existing roof 3 as in the illustrated example, it is not necessary to construct a strong temporary floor on the ceiling as in the conventional construction method. If the vacant floor surface 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 which are relatively easy to construct. Therefore, the construction period of 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 constructed while using the floor surface. In addition, it is also possible to economically construct the reinforcement work of the roof of the existing building for the purpose of snow damage prevention and the like by the construction method of the illustrated example.
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 the preferred embodiment, as shown in FIG. 1 (E), the reinforced steel frame 6b is divided into a plurality of blocks 50a to 50f, and then the reinforced steel frame 6b is divided into blocks 50 by the rails 20 installed on the existing roof 3 and the lifting device 30. Construct in units. As mentioned above, by constructing the reinforced steel frame 6b using the rail 20 and the lifting device 30, the construction of a large-scaled strong temporary floor becomes unnecessary, but one span of the reinforced beam 6b is supported by the rail 20 Since the sliding movement is performed, a rigid rail 20 and a lifting device 30 that can withstand the load of the reinforcing steel frame 6 for one span are required. 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 reduced.
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。 FIGS. 2 and 3 show a method of dividing the reinforced steel frame 6b into six blocks 50a to 50f and constructing them 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 blocks 50a are moved from the empty floor surface 12 to the two slide moving devices 40. While suspended, slide to the installation position Q1 of the lifting device 30 above the floor surface 11 during use. Next, as shown in FIG. 2 (B), the block 50b is suspended from 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. , And Q2 are mutually joined on the rail 20 on the two blocks 50a and 50b. Thereafter, as shown in FIG. 2 (D), the joined block (50a + 50b) is hung on the lifting device 30, and as shown in FIG. 2 (E), the block (50a + 50b) is lifted to the erect position and joined with the existing steel frame 15. 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 hung on the lifting device 30, the slide moving device 40 on the rail 20 is released, so that it returns to the empty floor surface 12 to slide another block 50c. Available. Further, in FIG. 2 (E), the block (50a + 50b) is suspended leaving the lifting device 30 after joining to the existing steel frame 15, but after joining the block (50a + 50b) to the existing steel frame 15, the lifting device 30 It is also possible to release and release the released lifting device 30 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 surface 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. Slide to the installation position Q 4 of the lifting device 30. As shown in FIG. 3B, the two blocks 50c and 50d slidingly moved to the installation positions Q3 and Q4 are mutually joined on the rail 20, and are hung on the lifting device 30 as shown in FIG. 3C. Then, it is lifted up to the construction position and joined to the block (50a + 50b) joined to the existing steel frame 15 in FIG. 2 (E).
図３（Ｄ）に示すように，上述した図３（Ａ）〜（Ｃ）と同様のサイクルを繰り返し，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）を吊上げ装置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 cycle as in FIG. 3 (A) to (C) described above is repeated, and blocks 50e and 50f are suspended from the empty floor surface 12 to the slide moving device 40. Slide the two blocks 50e and 50f that have been slide moved to each other on the rail 20 by sliding to the installation position Q5 and Q6, and then hook the bonded block (50e + 50f) on the lifting device 30 again to the construction position Lift up. Then, as shown in FIG. 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 this, it is possible to construct a reinforcement beam 6b for one span.
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 reinforced steel frame 6b is divided into a plurality of blocks 50a to 50f and constructed as shown in FIGS. 2 and 3, it is sufficient if the load for two blocks is supported by the rails 20 and the lifting device 30, The load applied to the rail 20 and the lifting device 30 can be reduced to about 1/3 as compared with the method in which the steel frame load for one span has to be supported. Therefore, the rails 20 and the lifting device 30 can be made relatively simple, and the construction period for seismic reinforcement work and other roof reinforcement work can be further shortened without stopping the production line, and the cost can be further reduced. 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。 In the embodiment shown in FIGS. 2 and 3, the two blocks 50 of the reinforced steel frame 6b which has been moved to slide are joined together on the rail 20, and the joined blocks (50 + 50) are hung on the lifting device 30 again. It is possible to omit the joining of the block 50 on the rail 20 although it is lifted to the opposite position. In other words, the bark 50 of the reinforced steel frame 6b is suspended one at a time on the slide moving device 40 and slid to the installation position Q of the lifting device 30, and the slid blocks 50 are hung one by one on the lifting device 30 It lifts to one direction and joins to the existing steel frame 15. This cycle is sequentially repeated for each block 50, and is lifted at the construction position to join each block 50 to the existing steel frame 15 and interconnect the blocks 50, thereby reinforcing one span as in FIG. 3 (E). Beam 6b can be erected. By sliding and moving the brooke 50 one by one, the load on the rails 20 and the lifting device 30 can be further reduced, and further shortening of the construction period for reinforcement of the aseismatic reinforcement and other roofs without stopping the production line 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 provision of “aseismic reinforcing method and apparatus capable of economically reinforcing a steel-framed building in a short construction period while using a floor surface” which is the object of the present invention.
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-frame building (factory) 2 ... interior space 3 ... roof 5 ... existing steel frame 5a ... existing steel frame (beam) 5b ... existing steel frame (girder)
5c ... existing steel frame (brace material) 6 ... reinforcement steel frame 6a ... reinforcement steel frame (beam material) 6b ... reinforcement steel frame (girder material)
6c ... Reinforcement 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 ... In-use floor surface 12 ... Empty floor surface 14 ... Existing pillar 14a ... Connection part 15 ... New column 15a ... Connection part 20 ... Rail (trolley beam) 21 ... Hanging board 22 ... Hanging material 23 ... Length adjustment unit 24 ... Mounting unit 30 ... Lifting device (hoist)
31 ... sliding mounting portions 32 ... hanging ropes 33 ... hook hooks 40 ... sliding device (hoist)
41 ... sliding mounting portions 42 ... hanging ropes 43 ... hook hooks 44 ... rigging clamp 45 ... slinging wire 50 ... Steel blocks 51 ... joint member
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| CN111877761B (en) * | 2020-06-19 | 2022-06-07 | 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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