JP2010270478A - Floor structure system for steel construction building - Google Patents

Floor structure system for steel construction building Download PDF

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JP2010270478A
JP2010270478A JP2009122001A JP2009122001A JP2010270478A JP 2010270478 A JP2010270478 A JP 2010270478A JP 2009122001 A JP2009122001 A JP 2009122001A JP 2009122001 A JP2009122001 A JP 2009122001A JP 2010270478 A JP2010270478 A JP 2010270478A
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steel
floor
steel beam
lowered
concrete slab
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JP5236574B2 (en
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Yutaka Ide
豊 井出
Sakatoshi Ito
栄俊 伊藤
Susumu Fujita
進 藤田
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Takenaka Komuten Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a floor structure system for a steel construction building, particularly a floor structure system improving comfortability by improving a vibration-based fault. <P>SOLUTION: The floor structure system includes a plurality of steel beams 3 erected between mutually facing girders 2, 2 of the steel construction building, and concrete slabs 4 constructed thereon. The respective steel beams 3 have the same height, and only the steel beam 3' in a position at the floor center where the vibration-based fault tends to occur, is installed lowered in the erection height position. The lower face side of a portion, abutting on the steel beam 3' lowered in the erection height position, of the concrete slab 4 bulges downward by the lowered dimension (h) of the erected position of the steel beam 3' to increase the thickness. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

この発明は、鉄骨造建物の床構造システム、特に云えば、振動障害を改善して居住性を向上させた床構造システムの技術の分野に属する。   The present invention belongs to the technical field of a floor structure system for a steel structure building, in particular, a floor structure system in which vibration disturbance is improved to improve the comfortability.

近年、鉄骨造建物の床構造は、スパンの長大化、および鉄骨材の軽量化が進められた結果、床の振動障害が発生し、居住性が低下する可能性が高くなっている。そのため強度設計上の配慮からではなく、振動対策として、鉄骨梁の断面を増大させたり、或いは床の振動制御のため制振装置を組み込む等々の対案が実施されている。その結果、建築工費の大幅な増加を招いている。
そこで従来、例えば下記特許文献１に開示された合成床梁構造では、床スラブの躯体重量の増加を招かないように、鉄骨大梁上にコンクリート床スラブを一体的に構築する手段として、鉄骨大梁の端部周囲に平板デッキ部を形成し、この平板デッキ部間に波形デッキ部を架設・形成して、前記平板デッキ部上のコンクリートスラブは厚く、前記波形デッキ部上のコンクリートスラブは薄く構築する合成床梁構造が提案されている。
したがって、鉄骨大梁の端部周囲に形成した平板デッキ部上のコンクリートスラブは厚く構築されて、その剛性および耐力が高められる。しかし、鉄骨小梁が支持する波形デッキ部上のコンクリートスラブは逆に薄く構築される。 In recent years, the floor structure of steel-framed buildings has increased the span and weight of the steel frame, and as a result, there is a high possibility that a floor vibration failure will occur and the habitability will deteriorate. For this reason, countermeasures such as increasing the cross section of the steel beam or incorporating a vibration control device for controlling floor vibration are being implemented as measures against vibration, not from consideration of strength design. As a result, the construction cost is greatly increased.
Therefore, conventionally, in the composite floor beam structure disclosed in, for example, Patent Document 1 below, as a means for integrally constructing the concrete floor slab on the steel beam so as not to increase the frame weight of the floor slab, A flat deck is formed around the edges, and corrugated decks are installed and formed between the flat decks. The concrete slab on the flat deck is thick and the concrete slab on the corrugated deck is thin. A composite floor beam structure has been proposed.
Therefore, the concrete slab on the flat deck formed around the end of the steel beam is built thick and its rigidity and proof stress are increased. However, the concrete slab on the corrugated deck supported by the steel beam is thinly constructed.

しかし、平面視が矩形の床梁構造の場合、振動障害の問題は、床の中央部に起きやすいことが知られている。よって、如何に合成床梁構造であるとはいえ、上記特許文献１の発明の如く、鉄骨小梁が支持する波形デッキ部上のコンクリートスラブが薄い構成では、床の振動障害を改善すること、ひいては居住性を向上させる目的は達成し得ない。   However, in the case of a floor beam structure having a rectangular plan view, it is known that the problem of vibration disturbance is likely to occur in the center of the floor. Therefore, although it is a composite floor beam structure, as in the invention of the above-mentioned Patent Document 1, in the configuration where the concrete slab on the corrugated deck portion supported by the steel beam is thin, the floor vibration disturbance is improved. As a result, the purpose of improving habitability cannot be achieved.

その他、下記の特許文献２に記載された建築構造物は、鉄骨大梁間に床用のプレキャストコンクリート版の両端を架設し、この鉄骨大梁および床用プレキャストコンクリート版の上に現場打ちコンクリートスラブを一体的に形成するが、前記プレキャストコンクリート版の端部に下向きのテーパ部を形成して、鉄骨大梁の直上部分のコンクリートスラブの厚さが大きい構成が提案されている。この構成により合成梁の合成効果を期待できると説明されている。
また、下記の特許文献３に記載された合成梁の施工方法は、やはり鉄骨梁上に厚肉のコンクリートスラブを構築し、もってスラブの合成梁としての耐力を高める、と説明されている。 In addition, in the building structure described in Patent Document 2 below, both ends of a precast concrete slab for flooring are installed between steel beams, and a cast-in-place concrete slab is integrated on the steel beam and the precast concrete plate for floors. However, a configuration has been proposed in which a downward taper portion is formed at the end of the precast concrete plate so that the thickness of the concrete slab immediately above the steel beam is large. It is described that the composite effect of the composite beam can be expected with this configuration.
In addition, the composite beam construction method described in Patent Document 3 below is described as building a thick concrete slab on a steel beam to increase the proof strength of the slab as a composite beam.

特開平８−３１２０５０号公報JP-A-8-312050 特開昭６２−１７８６４０号公報JP-A-62-178640 特開昭６３−１４２１４２号公報JP 63-142142 A

上述したように、鉄骨造建物の床梁構造、とりわけ平面視が矩形（特には正方形）の床梁構造は、床の中央部に振動障害の問題が起きやすいことが知られている。
そこで本発明の目的は、鉄骨数量の増加とか、鉄骨断面の増大などは無用とし、せいが全て同じ大きさの鉄骨小梁を用い、コンクリートスラブにおいて床の振動障害の改善に効果的な部位の鉄骨小梁が支持する部分だけを増厚して重量効果を増大し、もって振動の減衰効果を高めて居住性を改善した床構造システムを提供することである。
本発明の更なる目的は、床の振動障害の改善に効果的な部位の鉄骨小梁の架設高さを下げ、この架設高さ位置を下げた寸法分だけ、逆に同部位のコンクリートスラブの下面側を膨らませて増厚し、もってコンクリートスラブの重量効果を増大して、振動の減衰効果を高め居住性を改善することができ、鉄骨小梁の架設高さ位置を下げるだけの施工方法で、既往技術の水準により簡易に実施できる、鉄骨造建物の床構造システムを提供することである。 As described above, it is known that a floor beam structure of a steel building, particularly a floor beam structure having a rectangular (particularly square) plan view, is likely to cause vibration problems at the center of the floor.
Therefore, the object of the present invention is to eliminate the need for an increase in the number of steel frames, an increase in the cross section of the steel frame, etc. It is to provide a floor structure system in which only a portion supported by a steel beam is increased to increase the weight effect, thereby enhancing the vibration damping effect and improving the comfortability.
A further object of the present invention is to lower the construction height of the steel beam at the site that is effective in improving the vibration disturbance of the floor, and conversely, the dimension of the concrete slab at the same site is reduced by the amount of the lowered construction height position. With the construction method that can increase the thickness effect by inflating the lower surface side, increase the weight effect of the concrete slab, increase the vibration damping effect and improve the habitability, and lower the installation height position of the steel beam It is to provide a floor structure system for steel buildings that can be easily implemented according to the level of existing technology.

上記課題を解決するための手段として、請求項１に記載した発明に係る鉄骨造建物の床構造システムは、
鉄骨造建物の相対峙する大梁２、２間に鉄骨小梁３が複数本架設され、その上にコンクリートスラブ４が構築されている床構造システムにおいて、
各鉄骨小梁３はせいが同じ大きさとされ、床中央部の振動障害が起きやすい位置の鉄骨小梁３’のみ、その架設高さ位置を下げて設置され、一方、コンクリートスラブ４において前記架設高さ位置を下げた鉄骨小梁３’と接する部分の下面側を、前記鉄骨小梁３’の架設位置が下がった寸法分ｈだけ下方へ膨らませて増厚した構成とされていることを特徴とする。 As a means for solving the above problems, a floor structure system for a steel building according to the invention described in claim 1 is:
In a floor structure system in which a plurality of steel beam 3 is installed between large beams 2 and 2 facing each other of a steel structure building, and a concrete slab 4 is constructed thereon,
Each steel beam 3 has the same size, and only the steel beam 3 ′ at a position where vibration disturbance is likely to occur in the center of the floor is installed with its installation height lowered. The lower surface side of the portion in contact with the steel beam 3 ′ whose height position is lowered is increased by inflating downward by an amount h that the installation position of the steel beam 3 ′ is lowered. And

請求項２に記載した発明は、請求項１に記載した鉄骨造建物の床構造システムにおいて、
鉄骨小梁３’の架設高さ位置を下げた部位のコンクリートスラブ下面は、当該鉄骨小梁３’の両側部分を一定の領域まで上向きのテーパー形状４ａに増厚して通常厚さ部分４ｂと繋がれ、又は同鉄骨小梁３’の上側フランジ３ａの両側縁部に、コンクリートスラブ４の通常厚さ部分の下面４ｂに接する高さの型枠兼用鉄骨５を設置して略矩形状４ｃに増厚されていることを特徴とする。
請求項３に記載した発明は、請求項１又は２に記載した鉄骨造建物の床構造システムにおいて、
鉄骨造建物の大梁２は平面視の配置を略正方形とされ、平行に相対峙する大梁２、２間に一定のピッチで架設された鉄骨小梁３のうち、床中央部の振動障害が起きやすい位置の鉄骨小梁３’のみ、その架設高さ位置を下げて設置され、コンクリートスラブ４は、前記架設高さ位置を下げた鉄骨小梁３’と接する部分の下面を下方へ膨らませて増厚した構成とされていることを特徴とする。 The invention described in claim 2 is the floor structure system for a steel building according to claim 1,
The bottom surface of the concrete slab at the position where the installation height position of the steel beam 3 ′ is lowered is increased to both sides of the steel beam 3 ′ to an upward tapered shape 4a up to a certain area, and the normal thickness portion 4b. A steel frame 5 serving as a formwork that is in contact with the lower surface 4b of the normal thickness portion of the concrete slab 4 is installed on both side edges of the upper flange 3a of the steel beam 3 '. It is characterized by being thickened.
The invention described in claim 3 is the floor structure system for a steel building according to claim 1 or 2,
The large beam 2 of the steel structure has a substantially square arrangement in plan view. Among the steel beam 3 that is installed at a constant pitch between the large beams 2 and 2 that face each other in parallel, a vibration failure occurs in the center of the floor. Only the steel beam 3 ′ at an easy position is installed with its installation height lowered, and the concrete slab 4 is expanded by expanding the lower surface of the part in contact with the steel beam 3 ′ with the installation height lowered. It has a thick structure.

本発明に係る鉄骨造建物の床構造システムは、床中央部の振動障害が起きやすい位置の鉄骨小梁３’のみ、その架設高さ位置を下げて設置し、コンクリートスラブ４において前記架設位置を下げた鉄骨小梁３’と接する部分の下面側を、前記鉄骨小梁３’の架設高さ位置が下がった寸法分ｈだけ下方へ膨らませて増厚した構成であるから、前記増厚分だけこの部分の剛性が高まり、且つ重量が増大する。そのため例えば図４に示した本発明の評価ポイントＰと既往技術の評価ポイントＱの対比で明かなとおり、ポイントＰは、ポイントＱよりも左方へずれて振動数が減少し、周期が長くなって、居住性が向上することが明らかである。
本発明に係る鉄骨造建物の床構造システムはまた、その施工上、各鉄骨小梁３はせいが同じ大きさで良く、そして、相対峙する大梁２、２間に一定のピッチで架設された鉄骨小梁３のうち、床中央部の振動障害が起きやすい位置の鉄骨小梁３’の架設高さ位置を下げて設置し、これに対応してコンクリートスラブ４のうち、前記鉄骨小梁３’と接する部分の下面側を、同鉄骨小梁３’の架設高さ位置が下がった寸法分ｈだけ下方へ膨らませて増厚する構成で実施できるから、建築施工法に格別の変化を要求せず、鉄骨数量や鉄骨断面の増加が必要なく、別途に制振装置などを用いることも必要なく、単に、特定の鉄骨小梁３’の架設高さ位置を下げるだけの施工で実施できるから、コスト面および技術面への負担は生じないし、施工技術面でも格別の要求が無く、既往技術の水準で容易に安価に実施できる。 In the floor structure system for a steel structure building according to the present invention, only the steel beam 3 ′ at a position where vibration disturbance is likely to occur in the center of the floor is installed with its installation height lowered, and the installation position is set in the concrete slab 4. Since the lower surface side of the portion in contact with the lowered steel beam 3 ′ is inflated downward by the dimension h in which the installation height position of the steel beam 3 ′ is lowered, the thickness is increased. The rigidity of this part increases and the weight increases. Therefore, for example, as clearly shown in the comparison between the evaluation point P of the present invention shown in FIG. 4 and the evaluation point Q of the prior art, the point P is shifted to the left from the point Q, the frequency decreases, and the period becomes longer. It is clear that the comfort is improved.
In the construction of the floor structure system for a steel building according to the present invention, each steel beam 3 may have the same size in construction, and is installed at a constant pitch between the opposed beams 2 and 2. Among the steel beam 3, the installation height position of the steel beam 3 ′ at a position where vibration disturbance is likely to occur in the center of the floor is lowered and correspondingly, the steel beam 3 is included in the concrete slab 4. Since the lower surface side of the part in contact with 'can be expanded by increasing the height of the steel beam 3' by the height h of the installation height, the construction method must be changed significantly. Because there is no need to increase the number of steel frames or the cross section of the steel frame, it is not necessary to use a separate vibration control device, etc., and it can be carried out simply by lowering the construction height position of the specific steel beam 3 ′. There will be no cost and technical burden, and construction technology will be exceptional. Therefore, it can be implemented easily and inexpensively at the level of existing technology.

本発明の床構造システムにおける鉄骨配置例を示した平面図である。It is the top view which showed the example of steel frame arrangement | positioning in the floor structure system of this invention. 図１のII−II線矢視の拡大した断面図である。It is sectional drawing to which the II-II line arrow of FIG. 1 expanded. 異なる実施例を図１のIII−III線矢視に沿って切断した形で示す断面図である。It is sectional drawing which shows a different Example in the form cut | disconnected along the III-III arrow of FIG. 本発明の床構造システムに関する居住性の評価試験の結果を示す性能図である。It is a performance figure which shows the result of the habitability evaluation test regarding the floor structure system of this invention.

鉄骨造建物の相対峙する大梁２、２間に鉄骨小梁３が複数本架設され、その上にコンクリートスラブ４が設置されている床構造システムに実施する。
各鉄骨小梁３は全てせいが同じ大きさとされ、床中央部の振動障害が起きやすい位置の鉄骨小梁３’のみ、その架設高さ位置を下げて設置する。一方、コンクリートスラブ４において、前記架設高さ位置を下げた鉄骨小梁３’と接する部分の下面側を、前記鉄骨小梁３’の架設高さ位置が下がった寸法分ｈだけ下方へ膨らませて増厚した構成で実施する。 The present invention is applied to a floor structure system in which a plurality of small steel beams 3 are installed between large beams 2 and 2 facing each other of a steel building and concrete slabs 4 are installed thereon.
Each steel beam 3 is all the same size, and only the steel beam 3 'at a position where vibration disturbance is likely to occur in the center of the floor is installed with its installation height lowered. On the other hand, in the concrete slab 4, the lower surface side of the portion in contact with the steel beam 3 ′ having the lowered installation height position is inflated downward by the dimension h in which the installation height position of the steel beam 3 ′ has been lowered. Implement with a thickened configuration.

図１は、本発明に係る鉄骨造建物の床構造システムを構成する鉄骨の平面配置の例を示している。即ち、四隅に位置する鉄骨柱１と接合した鉄骨大梁２は、平面視を略正方形に配置されている。そして、ほぼ平行に相対峙する鉄骨大梁２、２の間に、複数本（図１では３本）の鉄骨小梁３が架設され、図２に示すように、前記鉄骨小梁３の上にコンクリートスラブ４が施工され支持されている。以上に説明した基本的な床構造の構成態様は、既往の鉄骨造建物の床構造システムと変わるところはない。   FIG. 1 shows an example of a planar arrangement of steel frames constituting a floor structure system for a steel building according to the present invention. That is, the steel beam 2 joined to the steel column 1 located at the four corners is arranged in a substantially square shape in plan view. Then, a plurality of (three in FIG. 1) steel beam 3 is installed between the steel beams 2 and 2 that are opposed to each other in parallel, and on the steel beam 3 as shown in FIG. A concrete slab 4 is constructed and supported. The configuration of the basic floor structure described above is not different from the existing floor structure system of a steel building.

本発明が特徴とするところは、上記の基本的な構成態様を踏まえた上で、図２に示したとおり、先ず各鉄骨小梁３は全てせいが同じ大きさで施工されている。ただし、床中央部の振動障害が起きやすい位置の鉄骨小梁３’（以下、符号３’で他の鉄骨小梁３と区別する。）のみ、その架設高さ位置を、図２の実施例ではｈ寸法だけ下げて設置されている。
上記のｈ寸法を如何様な大きさとするかは、設計的事項として決定される。それは実施する床の平面的な形状と大きさ、および縦・横の寸法比、使用する鉄骨材の大きさ、鉄骨小梁３の本数と配置ピッチ、並びにコンクリートスラブ４の基本的厚さと質量等々の諸仕様に基づいて適切に設計して決めるべき事項だからである。
また、上記した特定の鉄骨小梁３’のみを、その架設高さ位置をｈ寸法だけ下げて設置する施工法としては、通常、接合相手である鉄骨大梁２のせいが、小梁の接合相手として必要十分に大きく、そのせいの範囲内に収まるから、格別の加工とか接合用部材等を追加する工作などは格別必要としない。もとより必要に応じて加工とか接合用部材等の追加を行うことは想定の範囲である。 The feature of the present invention is that, based on the basic configuration described above, first, each steel beam 3 is constructed with the same size as shown in FIG. However, only the steel beam 3 ′ at the position where vibration disturbance is likely to occur in the center of the floor (hereinafter, distinguished from other steel beam 3 by reference numeral 3 ′), the installation height position is shown in the embodiment of FIG. Then, it is installed by lowering the h dimension.
The size of the h dimension is determined as a design matter. The floor shape and size of the floor to be implemented, the ratio of vertical and horizontal dimensions, the size of the steel frame used, the number and arrangement pitch of the steel beam 3 and the basic thickness and mass of the concrete slab 4 etc. This is because it is a matter that should be properly designed and determined based on various specifications.
In addition, as a construction method in which only the specific steel beam 3 ′ described above is installed with its erection height position lowered by h dimension, the steel beam 2 that is the joining partner is usually due to the joining partner of the beam. Therefore, it does not require special processing or a work for adding a joining member or the like. Of course, it is assumed that it is necessary to add processing or joining members as necessary.

一方、コンクリートスラブ４の構築に関しては、基本的に既往技術に基づいて、通常の厚さで施工する。しかし、前記架設高さ位置を下げた鉄骨小梁３’と接する部分のみは、例えば図２の中央位置に示したように、前記鉄骨小梁３’の架設高さ位置が下がった寸法分ｈだけ、下面側を下方へ膨らませて増厚した構成で施工する。
コンクリートスラブ４を部分的に増厚する施工法としては、例えば図２の中央に位置する鉄骨小梁３’と接する部位のコンクリートスラブ下面が示すとおり、同鉄骨小梁３’の両側部分を設計上求められた一定領域までを、上向きのテーパー形状４ａに施工して通常厚さ部分の下面４ｂと繋ぐ構成で増厚する手段が好適に実施される。
もっとも、コンクリートスラブ４の下面を、架設高さ位置を下げた鉄骨小梁３’と接する部分だけ、如何なる形状に膨らませて増厚するかは、やはり振動対策の観点で設計する際に、剛性を高め、重量を増大させて振動の減衰効果を高める目的が達成されるように適宜に決定される事項である。 On the other hand, regarding the construction of the concrete slab 4, construction is performed with a normal thickness basically based on the existing technology. However, only the portion in contact with the steel beam 3 ′ whose construction height position is lowered is the dimension h in which the construction height position of the steel beam 3 ′ is lowered as shown in the center position of FIG. Only work with a thickened structure by inflating the lower surface side downward.
As a construction method to partially thicken the concrete slab 4, for example, as shown on the lower surface of the concrete slab in contact with the steel beam 3 'located in the center of Fig. 2, design both sides of the steel beam 3'. A means for increasing the thickness by a construction in which the up to a predetermined region is applied to the upward tapered shape 4a and connected to the lower surface 4b of the normal thickness portion is suitably implemented.
Of course, the shape of the bottom surface of the concrete slab 4 that is inflated and thickened only at the part that is in contact with the steel beam 3 ′ whose height has been lowered can be increased when designing from the viewpoint of vibration countermeasures. It is a matter determined appropriately so as to achieve the purpose of increasing the weight and increasing the weight to increase the vibration damping effect.

異なる実施例として、図３の左方に示したコンクリートスラブ４の下面は、架設高さ位置をｈ寸法だけ下げて設置した鉄骨小梁３’の上側フランジ３ａの左右両側の縁部に、コンクリートスラブ４の通常厚さ部分の下面４ｂに接するせいの高さを有するアングル形状（Ｌ形断面形状）の型枠兼用鉄骨５を左右対称な配置に設置し、その内側へコンクリートを打設することで、略矩形状４ｃに増厚された構成とされている。   As a different embodiment, the lower surface of the concrete slab 4 shown on the left side of FIG. 3 is formed on the left and right edges of the upper flange 3a of the steel beam 3 ′ installed with the installation height position lowered by h. An angle-shaped (L-shaped cross-section) formwork / steel frame 5 having a height that is in contact with the lower surface 4b of the normal thickness portion of the slab 4 is placed in a symmetrical arrangement, and concrete is placed inside thereof. Thus, the thickness is increased to a substantially rectangular shape 4c.

次に図４は、上記図２のように構成した本発明の床構造システムについて、所謂シュミレーションにより、床の居住性を評価した結果を示している。
図２に示したように鉄骨小梁３’の架設高さ位置をｈ寸法分だけ下げて設置し、同鉄骨小梁３’と接するコンクリートスラブ４の下面側を下方へ膨らませて増厚した構成にすると、必然的に重量が増大し、剛性が高まるので、床振動の減衰効果が得られることは予想通りであった。
図４は、縦軸が加速度振幅（ｃｍ／ｓｅｃ２）を表し、横軸は振動数（Ｈｚ）を表している。中央の太線Ｒが居住性の是非を表す境界指標である。鉄骨小梁３の架設高さ位置を下げない既往技術の構成について評価したポイントＱは、前記居住性の是非を表す境界指標を示す太線Ｒよりも上方の評価が低いＮＧエリアに位置する。
しかし、本発明の実施例（図２）の場合の評価ポイントＰは、前記境界指標の太線Ｒよりも下方の評価が良いＯＫエリアに位置する。しかも、既往技術の評価ポイントＱよりも更に左方に寄って周期が長く居住性に優れた位置にあることを示している。 Next, FIG. 4 shows the result of evaluating the habitability of the floor by the so-called simulation of the floor structure system of the present invention configured as shown in FIG.
As shown in FIG. 2, the height of the steel beam 3 'is lowered by an amount corresponding to the dimension h, and the lower surface side of the concrete slab 4 in contact with the steel beam 3' is expanded downward to increase the thickness. In this case, the weight is inevitably increased and the rigidity is increased, so that it is expected that a floor vibration damping effect can be obtained.
In FIG. 4, the vertical axis represents acceleration amplitude (cm / sec 2 ), and the horizontal axis represents frequency (Hz). The central thick line R is a boundary index indicating the pros and cons of habitability. The point Q evaluated for the configuration of the conventional technology that does not lower the erection height position of the steel beam 3 is located in the NG area where the evaluation above the thick line R indicating the boundary index indicating the livability is lower.
However, the evaluation point P in the case of the embodiment of the present invention (FIG. 2) is located in an OK area where the evaluation below the thick line R of the boundary index is good. Moreover, it is shown that the cycle is further to the left than the evaluation point Q of the existing technology and the position is excellent in the comfortability with a long period.

もっとも、本発明は、上述した実施形態に限定されるものではない。例えば図示した実施例は、３本の鉄骨小梁３のうちで、床の中央に位置する１本の鉄骨小梁３’のみ、その架設高さ位置をｈ寸法下げて設置し、同鉄骨小梁３’と接する部分のコンクリートスラブの下面を局部的に下向きに膨らませて増厚した構成を示すが、床の平面形状が更に大規模になって鉄骨小梁３の本数が飛躍的に増えた場合、又は床の平面形状が一方向に長い長方形である場合などには、その振動障害の発生状況に応じて、例えば中央部に位置する複数本の鉄骨小梁３’の架設高さ位置を下げて設置し、各々の鉄骨小梁３’と接する部分のコンクリートスラブ下面を下向きに膨らませて増厚した構成も同様に実施される。このように本発明は当業者が通常行う設計変更や応用の範囲内で様々な実施態様が可能であることを申し添える。   However, the present invention is not limited to the embodiment described above. For example, in the embodiment shown in the figure, only one steel beam 3 ′ located in the center of the floor among the three steel beams 3 is installed with its installation height lowered by h dimension. Although the bottom surface of the concrete slab in contact with the beam 3 'is locally expanded downward to increase the thickness, the floor shape has become larger and the number of steel beams 3 has increased dramatically. If the floor shape of the floor is a rectangle that is long in one direction, for example, depending on the state of occurrence of the vibration disturbance, for example, the installation height position of a plurality of steel beam 3 'located in the center portion A configuration in which the thickness is increased by lowering and inflating the lower surface of the concrete slab at the portion in contact with each steel beam 3 ′ downward is also implemented. As described above, the present invention can be applied to various embodiments within the scope of design changes and applications that are usually performed by those skilled in the art.

２ 大梁
３ 鉄骨小梁
３’ 架設位置を下げた小梁
４ コンクリートスラブ
５ 型枠兼用鉄骨
ｈ 鉄骨小梁の架設高さ位置を下げた寸法 2 Large beam 3 Steel beam 3 'Small beam 4 Construction slab 5 Steel frame for formwork h Dimension of steel beam is lowered

Claims (3)

鉄骨造建物の相対峙する大梁間に鉄骨小梁が複数本架設され、その上にコンクリートスラブが設置されている床構造システムにおいて、
各鉄骨小梁はせいが同じ大きさとされ、床中央部の振動障害が起きやすい位置の鉄骨小梁のみ、その架設高さ位置を下げて設置され、一方、コンクリートスラブにおいて前記架設高さ位置を下げた鉄骨小梁と接する部分の下面側を、当該鉄骨小梁の架設高さ位置が下がった分だけ下方へ膨らませて増厚した構成とされていることを特徴とする、鉄骨造建物の床構造システム。 In a floor structure system in which a plurality of steel beams are installed between large beams facing each other in a steel structure, and concrete slabs are installed on top of them.
Each steel beam is the same size, and only the steel beam at the position where vibration disturbance is likely to occur in the center of the floor is installed with its installation height lowered, while the installation height position is set on the concrete slab. The floor of a steel building is characterized in that the lower surface side of the part in contact with the lowered steel beam is inflated downward by an amount corresponding to the lowered installation height position of the steel beam to increase the thickness. Structural system. 鉄骨小梁の架設高さ位置を下げた部位のコンクリートスラブ下面は、同鉄骨小梁の両側部分を一定の領域まで上向きのテーパー形状に増厚して通常厚さ部分と繋がれ、又は同鉄骨小梁の上側フランジの両側縁部に、コンクリートスラブの通常厚さ部分の下面に接する高さの型枠兼用鉄骨を設置して略矩形状に増厚されていることを特徴とする、請求項１に記載した鉄骨造建物の床構造システム。   The bottom surface of the concrete slab, where the height of the steel beam is lowered, is connected to the normal thickness part by increasing the thickness of both sides of the steel beam to an upward tapered shape up to a certain area. The both sides of the upper flange of the small beam are thickened in a substantially rectangular shape by installing a formwork combined steel frame with a height in contact with the lower surface of the normal thickness portion of the concrete slab. The floor structure system of a steel structure described in 1. 鉄骨造建物の大梁は平面視の配置を略正方形とされ、平行に相対峙する大梁間に一定のピッチで架設された鉄骨小梁のうち、床中央部の振動障害が起きやすい位置の鉄骨小梁のみ、その架設高さ位置を下げて設置され、コンクリートスラブは、前記架設高さ位置を下げた鉄骨小梁と接する部分の下面を下方へ膨らませて増厚した構成とされていることを特徴とする、請求項１又は２に記載した鉄骨造建物の床構造システム。   The steel beams in the steel building are almost square in plan view, and the steel beams in the position where vibration disturbances in the center of the floor are likely to occur among the steel beams built at a constant pitch between the parallel beams facing each other in parallel. Only the beam is installed with its installation height lowered, and the concrete slab has a structure in which the lower surface of the part in contact with the steel beam with the installation height lowered is inflated downward to increase the thickness. The floor structure system for a steel structure building according to claim 1 or 2.
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012132165A (en) * 2010-12-20 2012-07-12 Taisei Corp Floor structure
JP2013174069A (en) * 2012-02-24 2013-09-05 Mitsubishi Jisho Residence Co Ltd Floor slab
JP2020084536A (en) * 2018-11-22 2020-06-04 株式会社竹中工務店 Building

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05163787A (en) * 1991-12-16 1993-06-29 Takenaka Komuten Co Ltd Floor structure of building
JP2003096963A (en) * 2001-09-19 2003-04-03 Asahi Kasei Corp Floor structure of building

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH05163787A (en) * 1991-12-16 1993-06-29 Takenaka Komuten Co Ltd Floor structure of building
JP2003096963A (en) * 2001-09-19 2003-04-03 Asahi Kasei Corp Floor structure of building

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012132165A (en) * 2010-12-20 2012-07-12 Taisei Corp Floor structure
JP2013174069A (en) * 2012-02-24 2013-09-05 Mitsubishi Jisho Residence Co Ltd Floor slab
JP2020084536A (en) * 2018-11-22 2020-06-04 株式会社竹中工務店 Building
JP7169174B2 (en) 2018-11-22 2022-11-10 株式会社竹中工務店 Building

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