JP6353591B1 - Synthetic floor slab - Google Patents
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- JP6353591B1 JP6353591B1 JP2017140367A JP2017140367A JP6353591B1 JP 6353591 B1 JP6353591 B1 JP 6353591B1 JP 2017140367 A JP2017140367 A JP 2017140367A JP 2017140367 A JP2017140367 A JP 2017140367A JP 6353591 B1 JP6353591 B1 JP 6353591B1
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- 239000000758 substrate Substances 0.000 claims abstract description 51
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 35
- 210000003205 muscle Anatomy 0.000 claims abstract description 29
- 239000002131 composite material Substances 0.000 claims abstract description 25
- 239000004567 concrete Substances 0.000 claims description 68
- 229910001335 Galvanized steel Inorganic materials 0.000 claims description 3
- 239000008397 galvanized steel Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 abstract description 7
- 229910000831 Steel Inorganic materials 0.000 description 22
- 239000010959 steel Substances 0.000 description 22
- 238000005452 bending Methods 0.000 description 11
- 238000003466 welding Methods 0.000 description 9
- 230000010354 integration Effects 0.000 description 7
- 230000000452 restraining effect Effects 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000001035 drying Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 230000001771 impaired effect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000009466 transformation Effects 0.000 description 2
- 238000009834 vaporization Methods 0.000 description 2
- 230000008016 vaporization Effects 0.000 description 2
- 238000010276 construction Methods 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
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Abstract
【課題】優れた強度の合成床版を構成できるデッキプレートを提供する。【解決手段】デッキプレート2は、基板21と、基板21上の同じ高さ位置に互いに平行に配置される複数の第1鉄筋3と、同一平面上を同じ振幅、同じ周期で振動する波形形状を呈し第1鉄筋3を挟む両側位置に逆方向に傾いた姿勢で対向配置されるすラチス筋4A,4Bと、複数の第1鉄筋3上に第1鉄筋3と直交して設けられる複数の第2鉄筋5とを備える。基板21の表面には各ラチス筋4A,4Bの下側の屈曲部分41が固定される突条22A,22Bがラチス筋4A,4Bの傾きと一致する傾きで一体に形成される。各ラチス筋4A,4Bの下側の各屈曲部分41は、各突条22A,22Bの内面に重ねられて屈曲端より上方の位置で溶接される。上側の各屈曲部分40は第1鉄筋3の側面に当てられて屈曲端より下方の位置で溶接される。【選択図】図2A deck plate capable of forming a composite floor slab having excellent strength is provided. A deck plate includes a substrate, a plurality of first reinforcing bars arranged in parallel to each other at the same height position on the substrate, and a waveform shape that vibrates with the same amplitude and the same cycle on the same plane. The lattice bars 4A and 4B which are opposed to each other in a posture inclined in the opposite direction at both side positions sandwiching the first rebar 3 and a plurality of first rebars 3 provided on the plurality of first rebars 3 and perpendicular to the first rebar 3 2nd reinforcement 5 is provided. On the surface of the substrate 21, ridges 22A and 22B to which the lower bent portions 41 of the lattice muscles 4A and 4B are fixed are integrally formed with an inclination that matches the inclination of the lattice muscles 4A and 4B. The bent portions 41 below the lattice muscles 4A and 4B are overlapped with the inner surfaces of the protrusions 22A and 22B and are welded at positions above the bent ends. Each upper bent portion 40 is applied to the side surface of the first reinforcing bar 3 and welded at a position below the bent end. [Selection] Figure 2
Description
この発明は、デッキプレートとデッキプレートの上面に打設されたコンクリートとが一体化されて構成される合成床版に関し、この発明は特に、火災時の床下からの熱により一体化が緩むのを抑制し得る耐火性能に優れた合成床版に関する。 This invention relates to synthetic deck constructed are integrated and concrete that is Da設on the upper surface of the deck plate and the deck plate are, this invention is particularly, loosening is integrated by the heat from the underfloor FIRE The present invention relates to a composite slab excellent in fire resistance that can be suppressed.
従来、鉄骨造、鉄筋コンクリートの建造物の床を施工するのに、デッキプレートを用いた工法が採用されている。この種の工法のひとつは、合成床版としてデッキプレートとコンクリートを協働させるものである。他の工法は、デッキプレートを捨て型枠と考えるものであり、床スラブの構造部材として考慮していない。デッキプレートを用いた合成床版は、デッキプレートを構成する鋼板の表面に曲げ加工やプレス加工により複数の凹溝、凸条を形成したものであり、凹溝、凸条と直交する方向の曲げに対する強度を高めるとともに、コンクリートとデッキプレートとの接触面積を増して構造耐力を確保し、これにより引張力に強いデッキプレートの鋼板と圧縮力に強いコンクリートとを一体化して協働させるものである。 Conventionally, a method using a deck plate has been adopted to construct a floor of a steel structure or reinforced concrete building. One method of this type is to make the deck plate and concrete work together as a composite floor slab. Other construction methods consider the deck plate as a discarded formwork and do not consider it as a structural member of the floor slab. A composite floor slab using a deck plate is formed by forming a plurality of concave grooves and ridges on the surface of the steel plate constituting the deck plate by bending or pressing, and bending in the direction perpendicular to the concave grooves and ridges. In addition to increasing the strength against contact, the contact area between the concrete and the deck plate is increased to ensure the structural strength, thereby integrating the steel plate of the deck plate that is resistant to tensile force and the concrete that is resistant to compressive force into cooperation. .
上記の合成床版は、いわゆる「不等厚断面」と呼ばれるものであって、厚みが全体にわたって均一でなく、床下面が凹凸面であるため、コンクリートに幅広い有害なひび割れが発生し易く、上階からの衝撃音が伝播し易いという問題があるとともに、隣室間の間仕切壁の頂部に空隙ができるため、隣室間の発生音並びに振動音の遮断が難しい。このため、床下面が平坦で厚みが全体にわたって均一な「等厚断面」の合成床版の開発が望まれていた。 The above-mentioned synthetic floor slab is so-called “unequal-thickness cross section”, and the thickness is not uniform throughout, and the bottom surface of the floor is an uneven surface. There is a problem that the impact sound from the floor easily propagates, and a gap is formed at the top of the partition wall between the adjacent rooms, so that it is difficult to block the generated sound and vibration sound between the adjacent rooms. For this reason, it has been desired to develop a composite floor slab having an “equal thickness section” with a flat bottom surface and a uniform thickness throughout.
上記の要請に応えた合成床版として、先般、図8に示される構造のものが提案された。この合成床版120は、梁110上に設置されるデッキプレート9と、デッキプレート9の鋼板90上に打設されたコンクリート100とを一体化して協働させるもので、デッキプレート9として、鋼板90に複数のウェブ91が一体形成された構造のものが用いられている。このデッキプレート9においても、上記のデッキプレートと同様、T字形断面のウェブ91と直交する方向の曲げに対する強度を高めている。ウェブ91は鋼板90上に一定の間隔で設けられ、コンクリート100はウェブ91により仕切られて形成された各空間Sに打設充填される。ウェブ91は頂部に張り出し部92を有しており、鋼板90上に打設されたコンクリート100をデッキプレート9に定着させて一体化している。ウェブ91は、コンクリート100が荷重によって変形するのを拘束することによりコンクリート100の強度を向上させる(例えば、特許文献1参照)。 A synthetic floor slab that meets the above requirements has recently been proposed with a structure shown in FIG. This composite floor slab 120 is a unit in which the deck plate 9 installed on the beam 110 and the concrete 100 placed on the steel plate 90 of the deck plate 9 are integrated and cooperated. 90 has a structure in which a plurality of webs 91 are integrally formed. In the deck plate 9 as well, the strength against bending in the direction perpendicular to the web 91 having the T-shaped cross section is increased as in the case of the deck plate. The web 91 is provided on the steel plate 90 at regular intervals, and the concrete 100 is cast and filled in each space S formed by being partitioned by the web 91. The web 91 has an overhanging portion 92 at the top, and the concrete 100 cast on the steel plate 90 is fixed to the deck plate 9 and integrated. The web 91 improves the strength of the concrete 100 by restraining the concrete 100 from being deformed by a load (see, for example, Patent Document 1).
特許文献1に記載の合成床版120では、デッキプレート9との一体化によりコンクリート100の強度は向上するが、コンクリート100を打設した際、図9に示すように、各ウェブ91がコンクリート100の流れを阻害する壁となるため、コンクリート100を鋼板90上の隅々まで充填するのが困難である。特に、各ウェブ91の基端部分にコンクリート100が行き渡らず、隙間が生じるおそれがあり、コンクリート100とデッキプレート9との一体化を阻害する要因となる。 In the composite floor slab 120 described in Patent Document 1, the strength of the concrete 100 is improved by integration with the deck plate 9, but when the concrete 100 is placed, as shown in FIG. Therefore, it is difficult to fill the concrete 100 to every corner on the steel plate 90. In particular, the concrete 100 does not reach the base end portion of each web 91, and there is a possibility that a gap is formed, which becomes a factor that hinders the integration of the concrete 100 and the deck plate 9.
また、コンクリート100との接触面積を増すために、ウェブ91の張り出し部92を大きくした場合、空間部S内のコンクリート100aとウェブ91の張り出し部92上のコンクリート100bとの間に、乾燥時の収縮によってひび割れが生ずるおそれがある。さらに、コンクリート100内の余剰水が各ウェブ91を伝って移動する結果、各ウェブ91や鋼板90の表面に水分による脆弱層が発生するおそれもある。また、ウェブ91,91間の空間S内のコンクリート100aは、幅方向についてはウェブ91による拘束効果によって荷重による変形が抑えられるが、長さ方向にはそのような拘束効果がないので、コンクリート100aの荷重による変形を抑えることができず、強度が十分に高められない。 In addition, when the overhanging portion 92 of the web 91 is enlarged in order to increase the contact area with the concrete 100, a gap between the concrete 100 a in the space S and the concrete 100 b on the overhanging portion 92 of the web 91 can be reduced. There is a risk of cracking due to shrinkage. Furthermore, as a result of surplus water in the concrete 100 moving along the respective webs 91, a fragile layer due to moisture may be generated on the surfaces of the respective webs 91 and the steel plates 90. In addition, the concrete 100a in the space S between the webs 91 and 91 can be prevented from being deformed by a load due to the restraining effect of the web 91 in the width direction, but there is no such restraining effect in the length direction. The deformation due to the load cannot be suppressed, and the strength cannot be sufficiently increased.
一般に、床構造体は、コンクリートの荷重がかかると、撓みが発生するが、火災発生時に鋼板90の下面に高熱が作用すると、熱伝導率が大きい鋼板90とウェブ91はともに高温となり、またコンクリート100も熱が伝達されて温度が上昇する。鋼板90とコンクリート100の熱膨張率は同じであるので、両者は同じように膨張する。コンクリート100内には水分が含まれているので、水の気化温度(100℃)に達するまでは両者は密着している。しかし、コンクリート100が100℃に達した以降は、鋼板90から伝達された熱エネルギーはこのコンクリート内の水分の気化現象に消費され、コンクリート100の表面温度は100℃に停滞する一方、鋼板90の温度は上昇を続けるため、両者間に温度差が生じ、膨張量の大きな鋼板90はコンクリート100の表面から剥離する方向へ移動する。この時点において鋼板90とコンクリート100の一体性が緩む。 In general, the floor structure is bent when a concrete load is applied. However, when high heat is applied to the lower surface of the steel plate 90 in the event of a fire, both the steel plate 90 and the web 91 having a high thermal conductivity become high temperature, and the concrete is also concrete. 100 also heats up and the temperature rises. Since the steel plate 90 and the concrete 100 have the same coefficient of thermal expansion, they both expand in the same way. Since moisture is contained in the concrete 100, they are in close contact until the vaporization temperature of water (100 ° C.) is reached. However, after the concrete 100 reaches 100 ° C., the heat energy transferred from the steel plate 90 is consumed by the moisture vaporization phenomenon in the concrete, and the surface temperature of the concrete 100 stagnates at 100 ° C. Since the temperature continues to rise, a temperature difference occurs between the two, and the steel plate 90 having a large expansion amount moves in a direction of peeling from the surface of the concrete 100. At this point, the integrity of the steel plate 90 and the concrete 100 is loosened.
鋼板90の温度が200℃に達すると、「青熱脆性」と呼ばれる現象が発生し、鋼板90は引張強度は増すものの伸びなどの耐変形性能が低下する。このため、鋼板90はコンクリート100の熱膨張に追従できなくなり、鋼板90とコンクリート100の一体性が喪失され、コンクリート100の上下の温度差により発生する撓みはコンクリート100の断面形状の性能のみで耐えることになる。しかし、コンクリート100は、熱容量が大きいため、上下面の温度差は小さくなり、膨張量の差がなくなるため、コンクリート上面のたわみ量速度は減少する。 When the temperature of the steel plate 90 reaches 200 ° C., a phenomenon called “blue heat embrittlement” occurs, and the steel plate 90 increases in tensile strength but deteriorates in deformation resistance such as elongation. For this reason, the steel plate 90 cannot follow the thermal expansion of the concrete 100, the integrity of the steel plate 90 and the concrete 100 is lost, and the bending caused by the temperature difference between the upper and lower sides of the concrete 100 can withstand only the performance of the cross-sectional shape of the concrete 100. It will be. However, since the concrete 100 has a large heat capacity, the temperature difference between the upper and lower surfaces is reduced, and the difference in expansion amount is eliminated, so that the deflection amount speed on the concrete upper surface is reduced.
この発明は、上記の問題に着目してなされたもので、デッキプレートとデッキプレートの上面に打設されたコンクリートとが一体化されて構成される合成床版を提供し、さらに、常温時および火災時における耐荷重性に優れた合成床版を提供することを目的とする。 This invention has been made in view of the above problems, to provide a formed synthetic floor slab and the concrete which is Da設on the upper surface of the deck plate and the deck plate are integrated, further, normal temperature and An object is to provide a composite floor slab excellent in load resistance during a fire.
この発明による合成床版は、梁上に複数枚連ねて設置されるデッキプレートとデッキプレートの上面に打設されるコンクリートとが一体化されて構成される合成床版であって、前記デッキプレートは、溶融亜鉛メッキ鋼板よりなる基板と、同一平面上を同じ振幅、同じ周期で振動する波形形状を呈し上側の屈曲部分と下側の屈曲部分と上下の屈曲部分間の斜めの直線部分とが一連に連続する対をなすラチス筋と、前記基板上の同じ高さ位置に基板の長さ方向に沿って互いに平行に配置され対をなすラチス筋と基板とで三角立体トラスを構成する複数の第1鉄筋と、前記複数の第1鉄筋上に第1鉄筋と直交して互いに平行に設けられる複数の第2鉄筋とを備える。対をなすラチス筋は、第1鉄筋毎に第1鉄筋を挟む両側位置に逆方向に傾いた姿勢で全長にわたって対向配置され、前記基板の表面には、第1鉄筋の位置に対して対称の位置に、基板を斜め上向きに屈曲しかつ折り返すことにより対をなす突条がラチス筋の傾きと一致する傾きで全長にわたって基板と一体に形成されている。対をなす各ラチス筋の下側の各屈曲部分は、対をなす各突条の内面または外面に重ねられて屈曲端より上方の二つの直線部分の下端部の位置で溶接され、上側の各屈曲部分は、第1鉄筋の側面に当てられて屈曲端より下方の二つの直線部分の上端部の位置で溶接されている。 A composite floor slab according to the present invention is a composite floor slab formed by integrating a deck plate installed in a row on a beam and concrete placed on an upper surface of the deck plate , the deck plate Is a substrate made of a hot-dip galvanized steel sheet and has a wave shape that vibrates with the same amplitude and the same period on the same plane, and has an upper bent portion, a lower bent portion, and an oblique straight portion between the upper and lower bent portions. A plurality of lattice trusses that form a pair of lattice stripes that form a series of pairs and a lattice stripe and a substrate that are arranged in parallel with each other along the length direction of the substrate at the same height position on the substrate. A first reinforcing bar, and a plurality of second reinforcing bars provided on the plurality of first reinforcing bars so as to be orthogonal to the first reinforcing bar and parallel to each other. The pair of lattice bars are arranged to face each other across the entire length of the first rebar in a posture inclined in opposite directions to both side positions sandwiching the first rebar, and the surface of the substrate is symmetrical with respect to the position of the first rebar. At the position, the protrusions that are paired by bending the substrate diagonally upward and turning back are formed integrally with the substrate over the entire length with an inclination that matches the inclination of the lattice muscle. The lower bent parts of each pair of lattice muscles are welded at the positions of the lower ends of the two linear parts above the bent ends, overlaid on the inner or outer surface of each pair of protrusions. The bent portion is applied to the side of the first reinforcing bar and welded at the position of the upper ends of the two linear portions below the bent end.
上記した構成のデッキプレートの基板上にコンクリートが打設されるときは、第1鉄筋の両側位置に配置されたラチス筋によって形成される立体トラスが、基板上のコンクリート荷重や作業員などの作業荷重を吊持し、強度の高い床型枠を構成する。また、基板上にはコンクリートの流れを阻害する壁となるものが存在しないので、コンクリートはデッキプレート上の隅々まで行き渡って基板上に充填され、打設されたコンクリートに隙間が生じず、コンクリートと基板との一体化が阻害されない。 When concrete is placed on the board of the deck plate having the above-described configuration, the solid truss formed by the lattice bars arranged on both sides of the first reinforcing bar is used for the concrete load on the board and the work of workers, etc. Suspend the load to form a strong floor formwork. In addition, there is no wall that obstructs the flow of concrete on the board, so the concrete spreads to every corner of the deck plate and fills the board, leaving no gaps in the placed concrete. Integration with the substrate is not hindered.
対をなすラチス筋は、同一平面上を同じ振幅、同じ周期で振動する波形形状のものであり、下側の各屈曲部分は屈曲端より上方の位置で突条に溶接され、上側の各屈曲部分は屈曲端より下方の位置で第1鉄筋に溶接されているので、各ラチス筋と第1鉄筋および突条とは強固に結合される。そして、幅方向には対をなすラチス筋によって立体トラスが構成され、長さ方向には各ラチス筋の波型形状によるトラスが構成されており、対をなすラチス筋は、基板上に充填されたコンクリートが荷重によって幅方向および長さ方向に変形するのを拘束するもので、この拘束効果によってコンクリートとデッキプレートとの一体化が保持され、合成床版の強度が高められる。 The pair of lattice muscles have a wave shape that vibrates on the same plane with the same amplitude and the same period, and each lower bent portion is welded to the ridge at a position above the bent end, and each upper bent Since the portion is welded to the first reinforcing bar at a position below the bent end, each lattice bar, the first reinforcing bar and the protrusion are firmly connected. A three-dimensional truss is formed by a pair of lattice muscles in the width direction, and a truss having a corrugated shape of each lattice muscle is formed in the length direction. The paired lattice muscles are filled on the substrate. The concrete is restrained from being deformed in the width direction and the length direction by the load, and this restraint effect maintains the integration of the concrete and the deck plate, and increases the strength of the composite floor slab.
また、火災時に基板の下面に高熱が作用したとき、第1鉄筋は下面からの高熱の影響を受けにくいコンクリートの奥深くに定着されており、その第1鉄筋に対をなすラチスが固着され、また、各ラチス筋は基板に設けられた突条にも固着されているので、基板の長さ方向および幅方向の熱膨張が抑制されるもので、その結果、基板とコンクリートとの一体化が損なわれず、合成床版の自重と積載荷重による撓みとスラブ上面と下面の膨張差によって発生する変形総和が抑えられる。 In addition, when high heat is applied to the bottom surface of the board in the event of a fire, the first rebar is fixed deep in the concrete that is not easily affected by high heat from the bottom surface, and a pair of lattices is fixed to the first rebar. Since each lattice is also fixed to the protrusion provided on the substrate, thermal expansion in the length direction and width direction of the substrate is suppressed, and as a result, the integration between the substrate and the concrete is impaired. In other words, the total deformation caused by the deflection of the composite floor slab due to its own weight and loading load and the expansion difference between the upper and lower surfaces of the slab can be suppressed.
さらに、基板上には、従来例のウェブのような壁となるものやウェブの張り出し部のような幅をもつものが存在しないので、乾燥時の収縮によってひび割れが生じたり、コンクリート内の余剰水に起因する脆弱層が発生したりするおそれがない。 Furthermore, since there is nothing on the substrate that becomes a wall like a conventional web or a width that has a web overhang, cracks may occur due to shrinkage during drying, or excess water in the concrete. There is no risk that a vulnerable layer will be generated.
この発明の好ましい実施態様においては、対をなす各突条は、基板の表面に対して60度以上、80度以下の傾きに形成されており、より好ましくは、対をなす各突条は、それぞれの傾きの角度が一致している。 In a preferred embodiment of the present invention, each pair of protrusions is formed with an inclination of 60 degrees or more and 80 degrees or less with respect to the surface of the substrate, and more preferably, each pair of protrusions is The angles of inclination are the same.
さらに好ましい実施態様においては、対をなす各突条は、基板の表面から少なくとも15mmの高さに形成されている。 In a further preferred embodiment, each pair of protrusions is formed at a height of at least 15 mm from the surface of the substrate.
さらに好ましい実施態様においては、前記突条のラチス筋との溶接部位には突起が設けられている。 In a more preferred embodiment, a protrusion is provided at a portion where the protrusion is welded to the lattice.
この発明によれば、上面に打設されたコンクリートと一体化されて合成床版を構成することができ、さらに、常温時および火災時における耐荷重性に優れた合成床版を得ることができる。 According to this invention, it is possible to form a composite floor slab that is integrated with the concrete cast on the upper surface, and furthermore, it is possible to obtain a composite floor slab that is excellent in load resistance at room temperature and during a fire. .
図1は、一実施形態のデッキプレート2を複数枚連ねて構成される合成床版1を示す。各デッキプレート2は、幅方向wに連結されて、デッキプレート2の組立構造物20が形成される。組立構造物20は、外周の端部が四方の梁110上にそれぞれ支持される。組立構造物20の上面にはコンクリート100が打設され、コンクリート100と各デッキプレート2とが一体化されて合成床版1が構成される。なお、以下の説明では、デッキプレート2が連なる方向を「幅方向w」といい、幅方向wと直交する方向、すなわち、デッキプレート2の長手方向を「長さ方向L」という。 FIG. 1 shows a composite floor slab 1 configured by connecting a plurality of deck plates 2 according to an embodiment. Each deck plate 2 is connected in the width direction w to form an assembly structure 20 of the deck plate 2. The assembled structure 20 is supported on the four beams 110 at the outer peripheral ends. Concrete 100 is cast on the upper surface of the assembly structure 20, and the concrete 100 and each deck plate 2 are integrated to form the composite floor slab 1. In the following description, the direction in which the deck plates 2 are connected is referred to as “width direction w”, and the direction orthogonal to the width direction w, that is, the longitudinal direction of the deck plate 2 is referred to as “length direction L”.
デッキプレート2は、図2および図3に示すように、耐食性、防錆効果に優れたメッキ鋼板、具体的には、JIS規格に規定される溶融亜鉛メッキ鋼板および鋼帯(JIS G
3302)よりなる基板21と、基板21上の同じ高さ位置に長さ方向Lに沿って互いに平行に配置される複数本の第1鉄筋3と、第1鉄筋3毎に第1鉄筋3を挟む両側位置に逆方向に傾いた姿勢で全長にわたり対向配置される対をなすラチス筋4A,4Bと、複数の第1鉄筋3上に第1鉄筋3と直交して互いに平行に設けられる複数の第2鉄筋5とを備えている。
As shown in FIG. 2 and FIG. 3, the deck plate 2 is a plated steel plate excellent in corrosion resistance and rust prevention effect, specifically, a hot dip galvanized steel plate and steel strip (JIS G) defined in JIS standards.
3302), a plurality of first reinforcing bars 3 arranged parallel to each other along the length direction L at the same height position on the substrate 21, and the first reinforcing bars 3 for each first reinforcing bar 3. A pair of latticed muscles 4A and 4B that are opposed to each other across the entire length in a posture inclined in opposite directions at both sides of the sandwiched area, and a plurality of first reinforcing bars 3 that are provided in parallel with each other perpendicular to the first reinforcing bars 3 The second rebar 5 is provided.
第1鉄筋3および第2鉄筋5は、断面形状が円形の真っ直ぐな鋼材であり、例えば、JISG3112規格品の異形棒鋼などが用いられる。第1鉄筋3および第2鉄筋5は、基板21とコンクリート100とを一体化するための定着機構の主材として働くと同時に、第1鉄筋3は両側のラチス筋4A,4Bと基板21とで三角立体トラスを構成し、打設したコンクリート100が所定の強度となるまではスラブ型枠支保工として梁に支持させ吊持する役割を果たす。第2鉄筋5は、コンクリート100の打設後、それ程の時間が経過していないときに発生し易い乾燥収縮ひび割れの分散微小化の役割を果たす。なお、第2鉄筋5にはJISG3551の「溶接金網及び鉄筋格子」に定める異形鉄筋格子のデザイン格子を用いてもよい。 The first reinforcing bar 3 and the second reinforcing bar 5 are straight steel materials having a circular cross-sectional shape, and, for example, a deformed steel bar of JIS G3112 standard product is used. The first reinforcing bar 3 and the second reinforcing bar 5 work as a main material of the fixing mechanism for integrating the substrate 21 and the concrete 100, and at the same time, the first reinforcing bar 3 is formed by the lattice bars 4 A and 4 B on both sides and the substrate 21. A triangular three-dimensional truss is constituted, and it plays a role of supporting and suspending the beam as a slab form support until the cast concrete 100 has a predetermined strength. The second rebar 5 plays a role of dispersion and miniaturization of dry shrinkage cracks that are likely to occur when the concrete 100 is not placed so long. In addition, you may use the design lattice of the deformed reinforcement lattice defined in the "welding wire mesh and reinforcement lattice" of JISG3551 for the 2nd reinforcement.
ラチス筋4A,4Bは、例えば、JISG3532規格品の鉄線をもって構成され、それぞれ同一平面P1,P2に沿って同じ振幅、同じ周期で振動する波形形状を呈しており、上側の屈曲部分40と、下側の屈曲部分41と、上下の屈曲部分40,41間の斜めの直線部分42,43とが一連に連続している。 The lattice muscles 4A and 4B are made of, for example, JIS G3532 standard iron wires, and have a waveform shape that vibrates with the same amplitude and the same cycle along the same planes P1 and P2, respectively. The bent portion 41 on the side and the oblique straight portions 42 and 43 between the upper and lower bent portions 40 and 41 are continuous in series.
基板21の表面には、第1鉄筋3の位置c毎に、第1鉄筋3の位置cに対して対称の位置に、対をなす突条22A,22Bが全長にわたって基板21と一体に形成されている。各突条22A,22Bの内側の面には、対をなす各ラチス筋4A,4Bの下側の屈曲部分41が溶接により固着される。各突条22A,22Bは、図4に示すように、基板21を斜め上向きに屈曲しかつ折り返すことにより基板21と一体に形成されている。各突条22A,22Bの基板21の表面からの高さhは、少なくとも15mm(この実施例では15mm)に設定されているが、ラチス筋4A,4Bの太さや傾きなどに応じて適宜決定する。 On the surface of the substrate 21, for each position c of the first reinforcing bar 3, pairs of protrusions 22 </ b> A and 22 </ b> B are formed integrally with the substrate 21 over the entire length at positions symmetrical to the position c of the first reinforcing bar 3. ing. A bent portion 41 on the lower side of each pair of lattice muscles 4A and 4B is fixed to the inner surface of each protrusion 22A and 22B by welding. As shown in FIG. 4, each of the protrusions 22 </ b> A and 22 </ b> B is integrally formed with the substrate 21 by bending and folding the substrate 21 obliquely upward. The height h of each protrusion 22A, 22B from the surface of the substrate 21 is set to at least 15 mm (15 mm in this embodiment), but is appropriately determined according to the thickness and inclination of the lattice muscles 4A, 4B. .
対をなす各ラチス筋4A,4Bの下側の各屈曲部分41は、それぞれ対をなす各突条22A,22Bの内側の面に重ねられ、屈曲端41pの上方の位置、すなわち、直線部分42,43の下端部が突条22A,22Bにスポット溶接される。上側の各屈曲部分40は、第1鉄筋3の側面に当てられ、屈曲端40pの下方の位置、すなわち、直線部分42,43の上端部(図3においてyで示す。)がスポット溶接される。ラチス筋4A,4Bの下側の屈曲部分41の屈曲端41pおよび上側の屈曲部分40の屈曲端40pは曲げ加工によって強度が低下しているので、屈曲端41pの上方の位置および屈曲端40pの下方の位置で溶接し、これにより溶接点の接合強度を保持している。 The bent portions 41 on the lower side of the paired lattice muscles 4A and 4B are overlapped with the inner surfaces of the protruding ridges 22A and 22B, respectively, and are positioned above the bent end 41p, that is, the straight portion 42. , 43 are spot welded to the ridges 22A, 22B. Each upper bent portion 40 is applied to the side surface of the first reinforcing bar 3, and the position below the bent end 40p, that is, the upper ends of the linear portions 42 and 43 (indicated by y in FIG. 3) are spot-welded. . Since the strength of the bent end 41p of the lower bent portion 41 of the lattice muscles 4A and 4B and the bent end 40p of the upper bent portion 40 are reduced by bending, the position above the bent end 41p and the bent end 40p Welding is performed at a lower position, thereby maintaining the joint strength at the welding point.
対をなす各ラチス筋4A,4Bの基板21に対する傾きαa,αbと各突条22A,22Bの基板21に対する傾きβa,βbとはそれぞれ一致しており(αa=βa,αb=βb)、これにより各ラチス筋4A,4Bの下側の屈曲部分41の外面は各突条22A,22Bの内側の面と対向し、両者は溶接によって面接合する。各突条4A,4Bの傾きβa,βbは、基板21の表面に対して60度以上、80度以下の角度、さらに望ましくは、64度以上、77度以下の角度に形成されるのが望ましく、また、両者の傾きβa,βbは一致させること(βa=βb)が望ましい。 The inclinations αa and αb of the respective lattice muscles 4A and 4B forming a pair with the inclinations βa and βb of the protrusions 22A and 22B with respect to the substrate 21 respectively coincide (αa = βa, αb = βb). Thus, the outer surface of the lower bent portion 41 of each lattice muscle 4A, 4B is opposed to the inner surface of each protrusion 22A, 22B, and both are surface-joined by welding. The slopes βa and βb of the protrusions 4A and 4B are preferably formed at an angle of 60 degrees or more and 80 degrees or less, more preferably 64 degrees or more and 77 degrees or less with respect to the surface of the substrate 21. In addition, it is desirable that the slopes βa and βb of the two coincide (βa = βb).
各突条22A,22Bの内側の面には、図5に示すように、各ラチス筋4A,4Bの下側の屈曲部分41との溶接部位(図4においてxで示した位置)に、山型ないしは半球状の突起23,23が一体に突設されている。ラチス筋4A,4Bの下側の屈曲部分41の屈曲端41pは曲げ加工によって強度が低下しているので、各突起23は、屈曲端41pより上方の直線部分42,43であって同じ高さ位置に形成されている。ラチス筋4A,4Bの下側の屈曲部分41に溶接機の電極端子を当てて通電すると、各突起23の位置で各ラチス筋4A,4Bの下側の屈曲部分41が各突条22A,22Bに溶着される。 On the inner surface of each protrusion 22A, 22B, as shown in FIG. 5, there is a mountain at the welding site (the position indicated by x in FIG. 4) with the lower bent portion 41 of each lattice 4A, 4B. Molds or hemispherical protrusions 23, 23 are integrally projected. Since the bending end 41p of the lower bent portion 41 of the lattice muscles 4A and 4B has a reduced strength due to bending, each projection 23 is a straight portion 42, 43 above the bent end 41p and has the same height. Formed in position. When the electrode terminal of the welding machine is applied to the lower bent portion 41 of the lattice muscles 4A, 4B and energized, the lower bent portion 41 of the lattice muscles 4A, 4B at the positions of the protrusions 23 becomes the protrusions 22A, 22B. To be welded.
なお、上記の実施形態では、対をなす各突条22A,22Bの内側に対をなす各ラチス筋4A,4Bの下側の屈曲部分41の外面を接合しているが、図6に示すように、各突条22A,22Bの外側の面にラチス筋4A,4Bの下側の屈曲部分41の内面を接合してもよく、この場合は、各突条22A,22Bの外側の面に、上記した山型ないしは半球状の突起23,23が一体に形成される。 In the above embodiment, the outer surfaces of the bent portions 41 on the lower side of the respective lattice muscles 4A and 4B that are paired are joined to the inner sides of the pair of protruding ridges 22A and 22B, as shown in FIG. In addition, the inner surface of the lower bent portion 41 of the lattice muscle 4A, 4B may be joined to the outer surface of each protrusion 22A, 22B. In this case, on the outer surface of each protrusion 22A, 22B, The above-described chevron or hemispherical projections 23, 23 are integrally formed.
上記した構成の組立構造物20の基板21上にコンクリート100が打設されるときは、第1鉄筋3の両側位置に配置されたラチス筋4A,4Bによって形成される立体トラスが、基板21上のコンクリート荷重や作業員などの作業荷重を吊持する。基板21上にはコンクリート100の流れを阻害する壁となるものが存在しないので、コンクリート100は各デッキプレート2上の隅々まで行き渡って基板21上に充填され、打設されたコンクリート100と各基板21との間に隙間が生じず、コンクリート100と基板21との一体化が阻害されない。 When the concrete 100 is placed on the substrate 21 of the assembly structure 20 having the above-described configuration, the three-dimensional truss formed by the lattice bars 4A and 4B arranged on both sides of the first rebar 3 is placed on the substrate 21. Suspend concrete loads and work loads such as workers. Since there is no wall that obstructs the flow of the concrete 100 on the substrate 21, the concrete 100 is filled to the corner of each deck plate 2 and filled in the substrate 21. There is no gap between the substrate 21 and the integration of the concrete 100 and the substrate 21 is not hindered.
対をなすラチス筋4A,4Bは、同一平面上を同じ振幅、同じ周期で振動する波形形状のものであり、下側の各屈曲部分41は屈曲端41pより上方の位置で突条22A,22Bに溶接され、上側の各屈曲部分40は屈曲端40pより下方の位置で第1鉄筋3に溶接されているので、各ラチス筋4A,4Bと第1鉄筋3および突条22A,22Bとは強固に結合される。そして、幅方向wには対をなすラチス筋4A,4Bによって立体トラスが構成され、長さ方向Lには各ラチス筋4A,4Bの波型形状によるトラスが構成されており、対をなすラチス筋4A,4Bは、基板21上に充填されたコンクリート100が荷重によって幅方向wおよび長さ方向Lに変形するのを拘束するもので、この拘束効果によってコンクリート100とデッキプレート2との一体化が保持され、合成床版1の強度が高められる。 The pair of lattice muscles 4A and 4B has a waveform shape that vibrates on the same plane with the same amplitude and the same period, and the lower bent portions 41 are projected ridges 22A and 22B at positions above the bent ends 41p. Since each upper bent portion 40 is welded to the first rebar 3 at a position below the bent end 40p, each lattice 4A, 4B, the first rebar 3 and the protrusions 22A, 22B are strong. Combined with In the width direction w, a solid truss is formed by the pair of lattice muscles 4A and 4B, and in the length direction L, a truss having a wave shape of each lattice muscle 4A and 4B is formed. The streaks 4A and 4B restrain the concrete 100 filled on the substrate 21 from being deformed in the width direction w and the length direction L by a load, and the concrete 100 and the deck plate 2 are integrated by this restraining effect. Is maintained, and the strength of the composite floor slab 1 is increased.
図7は、基板21上の第1鉄筋3、ラチス筋4A,4B、および第2鉄筋5によりコンクリート100の変形が拘束されている状態を示しており、基板21上の第1鉄筋3と対をなすラチス筋4A,4Bとで囲まれた空間内のコンクリート100aは、それらの鉄筋部材によりタガが締められた形となっており、また、基板21上のラチス筋4A,4Bおよび第2鉄筋5により囲まれた台形状の空間内のコンクリート100bは、これらの鉄筋部材によってタガが締められて形となっている。 FIG. 7 shows a state in which the deformation of the concrete 100 is constrained by the first rebar 3, the lattice bars 4 </ b> A and 4 </ b> B, and the second rebar 5 on the substrate 21. The concrete 100a in the space surrounded by the lattice bars 4A and 4B forming the shape is a shape in which the reinforcing bars are fastened by the reinforcing bars, and the lattice bars 4A and 4B and the second reinforcing bars on the substrate 21 The concrete 100b in the trapezoidal space surrounded by 5 has a shape in which a tag is tightened by these reinforcing bar members.
さらに、基板21上には、従来例のウェブのような壁となるものやウェブの張り出し部のような幅をもつものが存在しないので、乾燥時の収縮によってひび割れが生じたり、コンクリート100内の余剰水に起因する脆弱層が発生したりするおそれがない。 Further, since there is no such thing as a conventional web-like wall or a web-like overhanging portion on the substrate 21, cracks may occur due to shrinkage during drying, There is no risk of a fragile layer due to excess water.
さらに、火災発生時に基板21の下面に高熱が作用したとき、第1鉄筋3は下面からの高熱の影響を受けにくいコンクリート100の奥深くに定着されており、その第1鉄筋3に対をなすラチス4A,4Bが固着され、また、各ラチス筋4A,4Bは基板21に設けられた突条22A,22Bにも固着されているので、基板21の長さ方向Lおよび幅方向wの熱膨張が抑制するもので、その結果、基板21とコンクリート100との一体化が損なわれず、合成床版1の自重と積載荷重による撓みとスラブ上面と下面の膨張差によって発生する変形総和が抑えられる。 Further, when high heat is applied to the lower surface of the substrate 21 in the event of a fire, the first rebar 3 is fixed deep in the concrete 100 that is not easily affected by the high heat from the lower surface, and a lattice that makes a pair with the first rebar 3. 4A and 4B are fixed, and the lattice muscles 4A and 4B are also fixed to the protrusions 22A and 22B provided on the substrate 21, so that the thermal expansion in the length direction L and the width direction w of the substrate 21 occurs. As a result, the integration between the substrate 21 and the concrete 100 is not impaired, and the total deformation caused by the weight of the composite floor slab 1 and the deflection due to the load and the expansion difference between the upper surface and the lower surface of the slab can be suppressed.
1 合成床版
2 デッキプレート
3 第1鉄筋
4A,4B ラチス筋
5 第2鉄筋
20 組立構造物
21 基板
22A,22B 突条
23 突起
41,42 屈曲部分
40p,41p 屈曲端
DESCRIPTION OF SYMBOLS 1 Composite floor slab 2 Deck plate 3 1st reinforcement 4A, 4B Lattice reinforcement 5 2nd reinforcement 20 Assembly structure 21 Board | substrate 22A, 22B Projection 23 Projection 41, 42 Bending part 40p, 41p Bending end
Claims (5)
前記デッキプレートは、溶融亜鉛メッキ鋼板よりなる基板と、同一平面上を同じ振幅、同じ周期で振動する波形形状を呈し上側の屈曲部分と下側の屈曲部分と上下の屈曲部分間の斜めの直線部分とが一連に連続する対をなすラチス筋と、前記基板上の同じ高さ位置に基板の長さ方向に沿って互いに平行に配置され対をなすラチス筋と基板とで三角立体トラスを構成する複数の第1鉄筋と、前記複数の第1鉄筋上に第1鉄筋と直交して互いに平行に設けられる複数の第2鉄筋とを備え、対をなすラチス筋は、第1鉄筋毎に第1鉄筋を挟む両側位置に逆方向に傾いた姿勢で全長にわたって対向配置され、前記基板の表面には、第1鉄筋の位置に対して対称の位置に、基板を斜め上向きに屈曲しかつ折り返すことにより対をなす突条がラチス筋の傾きと一致する傾きで全長にわたって基板と一体に形成されており、
対をなす各ラチス筋の下側の各屈曲部分は、対をなす各突条の内面または外面に重ねられて屈曲端より上方の二つの直線部分の下端部の位置で溶接され、上側の各屈曲部分は、第1鉄筋の側面に当てられて屈曲端より下方の二つの直線部分の上端部の位置で溶接されてなる合成床版。 A composite floor slab configured by integrating a deck plate installed in a row on a beam and a concrete placed on the top surface of the deck plate ,
The deck plate is formed of a hot dip galvanized steel plate and has a wave shape that vibrates on the same plane with the same amplitude and the same period, and an oblique straight line between the upper bent portion, the lower bent portion, and the upper and lower bent portions. A triangular three-dimensional truss is composed of lattice lattices that form a pair of consecutive portions, and lattice muscles and substrates that are arranged in parallel with each other along the length of the substrate at the same height on the substrate. A plurality of first reinforcing bars and a plurality of second reinforcing bars that are provided on the plurality of first reinforcing bars so as to be orthogonal to the first reinforcing bars and in parallel with each other, and a pair of lattice bars is provided for each first reinforcing bar. It is oppositely arranged over the entire length in a posture inclined in the opposite direction to both side positions sandwiching one reinforcing bar, and the substrate is bent and folded back obliquely upward at a position symmetrical to the position of the first reinforcing bar on the surface of the substrate. The pair of ridges that are Are formed on the substrate integrally over the entire length with a slope that matches,
The lower bent parts of each pair of lattice muscles are welded at the positions of the lower ends of the two linear parts above the bent ends, overlaid on the inner or outer surface of each pair of protrusions. The bent portion is a composite floor slab that is applied to the side of the first reinforcing bar and welded at the positions of the upper ends of the two linear portions below the bent end.
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CN117684763B (en) * | 2024-02-02 | 2024-04-19 | 北京城建集团有限责任公司 | Steel bar truss floor carrier plate construction device and method |
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