JP2018204262A - Load bearing structure of wooden building - Google Patents
Load bearing structure of wooden building Download PDFInfo
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- JP2018204262A JP2018204262A JP2017109522A JP2017109522A JP2018204262A JP 2018204262 A JP2018204262 A JP 2018204262A JP 2017109522 A JP2017109522 A JP 2017109522A JP 2017109522 A JP2017109522 A JP 2017109522A JP 2018204262 A JP2018204262 A JP 2018204262A
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- ISWSIDIOOBJBQZ-UHFFFAOYSA-N Phenol Chemical compound OC1=CC=CC=C1 ISWSIDIOOBJBQZ-UHFFFAOYSA-N 0.000 description 1
- 239000004698 Polyethylene Substances 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
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- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
本発明は木造建築物の耐力構造に関し、特に例えば壁耐力構造と断熱性能を兼ね備えた木造建築物の耐力構造に関するものである。 The present invention relates to a load-bearing structure of a wooden building, and more particularly to a load-bearing structure of a wooden building that has both a wall load-bearing structure and heat insulation performance, for example.
図13は従来の木造建築物の一部の立面図であり、平常時の場合(左図)と、地震による水平力が加わって変形した場合(右図)を示す。
木造建築物は、一対の柱1a,1bと一対の横架材2a,2bからなる矩形の構造部材3を、建物のけた行方向(建物の平面から見て横方向)および張り間方向(建物の平面から見て奥行方向又は縦方向)に、それぞれの方向に複数組み合わせて構造材としている。
そして、木造建築物は、柱1a,1bと横架材2a,2bからなる矩形の構造部材3の空間部4に必要十分な壁又は筋かい等の耐力壁がないと、平常時では水平力(又は水平荷重)が加わらないので問題ないが、地震や台風の発生により一定値以上の水平力が加わると、建物が倒壊してしまう危険性がある。
FIG. 13 is an elevation view of a part of a conventional wooden building, showing a case of normal operation (left diagram) and a case of deformation due to a horizontal force applied by an earthquake (right diagram).
A wooden building has a rectangular structural member 3 composed of a pair of pillars 1a, 1b and a pair of horizontal members 2a, 2b, arranged in the row direction of the building (lateral direction as seen from the plane of the building) and the tension direction (building In the depth direction or the vertical direction when viewed from the plane, the structure material is combined in each direction.
And if a wooden building does not have a necessary or sufficient load-bearing wall such as a wall or a brace in the space 4 of the rectangular structural member 3 composed of the pillars 1a and 1b and the horizontal members 2a and 2b, the horizontal force is normal. There is no problem because (or horizontal load) is not applied, but there is a risk that the building will collapse if a horizontal force exceeding a certain value is applied due to the occurrence of an earthquake or typhoon.
地震や台風などの大きな力(水平力)を受けたときに建物の倒壊を防止するために、木造建築物では耐力壁とした耐力構造が必要である。
わが国の木造建築物の耐震設計は、関東大地震を契機にして、震度5程度の中規模の地震に対しては建物が損傷しないものとし、震度6〜7の稀に起こる大地震の場合においても、ある程度の損傷があっても倒壊又は崩壊せず、人命を守るという考え方に基づく。
また、台風や積雪においても、この考え方に基づいて材料や壁量が定められている。
従来の木造建築物の耐力構造は、剛性だけで評価するものであったが、1995年の阪神大地震を契機として、粘りである靭性も考慮されるようになった。
In order to prevent the building from collapsing when receiving a large force (horizontal force) such as an earthquake or a typhoon, a wooden building requires a load-bearing structure as a load-bearing wall.
The seismic design of wooden buildings in Japan is based on the Great Kanto Earthquake, which assumes that buildings will not be damaged by medium-scale earthquakes with a seismic intensity of 5 or so. However, it is based on the idea that even if there is some damage, it will not collapse or collapse and protect human life.
Also, in the case of typhoons and snow cover, materials and wall amounts are determined based on this concept.
The conventional load-bearing structure of wooden buildings was evaluated only by rigidity, but with the 1995 Great Hanshin Earthquake, tenacity toughness has been considered.
建築基準法では、構造耐力上主要な部分である壁、柱及び横架材を木造とした建築物においては、全ての方向の水平力(又は水平荷重)に対して安全であるように、各階の張り間方向およびけた行方向に、それぞれ壁を設け又は筋かいを入れた軸組を釣り合い良く配置しなければならないと定めている。 According to the Building Standard Law, in a building where the walls, pillars, and horizontal members, which are the main parts in terms of structural strength, are wooden, each floor is designed to be safe against horizontal forces (or horizontal loads) in all directions. It is stipulated that shafts with walls or struts must be arranged in a balanced manner in the spanning direction and the column direction.
従来、木造建築物の壁耐力構造としては、筋かい,合板,土壁および貫(ぬき)等が知れている。合板や土壁は面で耐力を有するものである。
これらの耐力構造は、柱と梁又は土台(以下、梁・土台を総称して「横架材」という)に対して次の何れかの構造が採用される。すなわち、筋かいは両端を釘付け等で固定(又は緊結)され、合板は1対の柱と1対の横架材の四辺に所定間隔で釘付け等により固定され、貫は1対の柱に固定される。
ここで、これらの壁倍率は、土壁を壁倍率1として、筋かいが厚さ3cm以上で幅9cm以上の木材のものを壁倍率1.5倍、合板が壁倍率2.5倍とされる。壁倍率は、5倍以上あっても評価されず、最大でも5倍と看做される。
Conventionally, struts, plywood, earth walls, penetrations, and the like are known as wall strength structures of wooden buildings. Plywood and earth walls are proof in terms of surface.
As these load-bearing structures, any of the following structures is adopted for columns and beams or foundations (hereinafter, beams and foundations are collectively referred to as “horizontal members”). In other words, the brace is fixed (or tightened) at both ends by nailing, etc., the plywood is fixed at four intervals by a pair of columns and a pair of horizontal members at predetermined intervals, and the through holes are fixed to the pair of columns. Is done.
Here, these wall magnifications are as follows: the earth wall is the wall magnification 1; the brace is 3 cm thick and the width is 9 cm or more for wood with a wall magnification of 1.5 times; and the plywood is a wall magnification of 2.5 times. The The wall magnification is not evaluated even if it is 5 times or more, and is considered to be 5 times at the maximum.
これらの既存の耐力構造は、地震等による一定荷重を超えると、破断して耐力を無くし、木造建築物が崩れることになる。具体的には、一対の柱間の幅を1m、一対の横架材の間隔をHとし、壁倍率1の場合において、1.96kNの水平力を受けたときの一対の柱の傾きによる水平変位をδとすれば、一対の柱の傾きによる角度を表す層間変形角はδ/H(単位;ラジアン、略記号「rad」)で表される。この層間変形角(δ/H)が1/15radを著しく超える(例えば1/8radを超える)と、上部の荷重等も加わるため、木造建築物が倒壊し始めることになる。
そこで、木造建築物が変形後も倒壊することなく、粘りのある耐力を有することが求められる。換言すると、粘り強い耐力構造を有する木造建築物は、建物が一気に倒壊を起こし難いものであって、災害時における居住者の生存率を高めることに貢献できる。そのため、木造建築物は、粘り強い耐力構造であることが求められる。
If these existing load-bearing structures exceed a certain load due to an earthquake or the like, they will break and lose their load-bearing capacity, and the wooden building will collapse. Specifically, when the width between the pair of columns is 1 m, the distance between the pair of horizontal members is H, and the wall magnification is 1, the horizontal due to the inclination of the pair of columns when a horizontal force of 1.96 kN is applied. When the displacement is δ, the interlayer deformation angle representing the angle due to the inclination of the pair of columns is expressed by δ / H (unit: radians, abbreviated symbol “rad”). When this interlayer deformation angle (δ / H) significantly exceeds 1/15 rad (for example, exceeds 1/8 rad), an upper load or the like is also applied, so that the wooden building starts to collapse.
Therefore, the wooden building is required to have a tenacious strength without collapsing after deformation. In other words, a wooden building having a tenacious load-bearing structure is unlikely to cause the building to collapse at a stretch, and can contribute to increasing the survival rate of residents in the event of a disaster. Therefore, the wooden building is required to have a tenacious load-bearing structure.
一方、木造建築物では、省エネルギーのため、全ての外壁面に断熱材が施されている。断熱材としては、発泡樹脂製断熱材(具体的には押出法ポリスチレン保温材;一般に「XPS」と略称される)や、グラスファイバー保温材(グラスウール)等が用いられる。
従来、押出法ポリスチレンフォーム保温材(XPS)は、保温材又は断熱材としてのみ用いられ、木造建築物の構造材として用いられることが殆んど無かった。
On the other hand, in the wooden building, in order to save energy, all outer wall surfaces are provided with heat insulating materials. As the heat insulating material, a foamed resin heat insulating material (specifically, an extruded polystyrene heat insulating material; generally abbreviated as “XPS”), a glass fiber heat insulating material (glass wool), or the like is used.
Conventionally, an extruded polystyrene foam heat insulating material (XPS) is used only as a heat insulating material or a heat insulating material, and is hardly used as a structural material of a wooden building.
押出法ポリスチレンフォーム保温材を構造材として用いた従来技術として、特許文献1がある。
特許文献1は、筋かいの代わりに、帯部4と固定金物5と長さ調整手段6とからなる補強構造1を2つの構造材(柱及び梁)8,9に固定するとともに、補強部材3を取付けた木造建築物の補強構造を開示している。補強部材3は、柱及び梁等の構造材8,9の角に固定的に取り付けられるもので、小さな三角形の合成樹脂発泡体14を含む。この合成樹脂発泡体14の素材として、押出法ポリスチレンフォーム保温材を用いている。
すなわち、特許文献1は、主たる耐力構造材として補強構造1を設けるとともに、圧縮力の減衰のために従たる構造材として補強部材3を設けた技術である。
There exists patent document 1 as a prior art which used the extrusion method polystyrene foam heat insulating material as a structural material.
In Patent Document 1, instead of a brace, a reinforcing structure 1 composed of a band portion 4, a fixed hardware 5 and a length adjusting means 6 is fixed to two structural members (columns and beams) 8 and 9, and a reinforcing member The reinforcement structure of the wooden building which attached 3 is disclosed. The reinforcing member 3 is fixedly attached to the corners of the structural members 8 and 9 such as columns and beams, and includes a small triangular synthetic resin foam 14. As a material for the synthetic resin foam 14, an extruded polystyrene foam heat insulating material is used.
That is, Patent Document 1 is a technique in which a reinforcing structure 1 is provided as a main load-bearing structural material, and a reinforcing member 3 is provided as a structural material to be followed for attenuation of compressive force.
従来の耐震構造である筋かい,合板または土壁は、何れも大地震のような一定強度を超える水平力(または水平荷重)を受けると破断もしくは耐力をなくし、建物を倒壊させる問題があった。
例えば、合板を用いた耐力壁構造は、柱に対して合板を所定間隔で釘打ちしたものであり、釘によって止められているだけなので、釘耐力が壁耐力となる。そのため、大地震のような一定強度を超える水平力を受けると、4隅付近の釘が抜けて破損し、その周辺部分の釘抜けが徐々に拡大し、やがて合板の耐力が大きく低下してしまう。
また、筋かいも、大地震のような一定強度を超える水平力を受けた場合に、柱と梁の留め金具にネジ止めしている部分のネジが柱や梁から抜けて、筋かいの耐力が大きく低下してしまう。
合板や筋かいの耐力が大きく低下すると、木造建築物が一気に倒壊し、居住者の生命に重大な危害を及ぼすこともある。
そのため、木造建築物は粘り強い耐力構造であることが求められる。
Any of the conventional seismic structures such as braces, plywood, or earth walls have a problem of breaking or losing their strength when they are subjected to a horizontal force (or horizontal load) exceeding a certain level, such as a large earthquake, causing the building to collapse. .
For example, a load bearing wall structure using plywood is a structure in which plywood is nailed at a predetermined interval with respect to a column, and is simply stopped by a nail, so that the nail strength becomes the wall strength. Therefore, when a horizontal force exceeding a certain strength such as a large earthquake is applied, the nails near the four corners are pulled out and damaged, and the nail removal at the peripheral portions gradually expands, and the proof strength of the plywood is eventually greatly reduced. .
In addition, when a horizontal force exceeding a certain strength, such as a large earthquake, is applied to the brace, the screws of the part that is screwed to the column and beam brackets come off the column and beam, and the strength of the brace Will drop significantly.
If the strength of plywood and braces is greatly reduced, wooden buildings can collapse at once, causing serious harm to the lives of residents.
Therefore, a wooden building is required to have a tenacious load-bearing structure.
特許文献1は、補強構造1と補強部材3を取付けているので、取付け作業に多大な時間と労力を要し、高価となる。また、補強部材3が圧縮力を減衰するとしても、大地震の際には、留め金具が貫通している合成樹脂発泡体14の孔を広げるように破壊するか、留め金具を取り付けているネジ・ボルトが構造材から抜けるので、合成樹脂発泡体14の主たる使用目的としている圧縮力を発揮できない場合もある。 In Patent Document 1, since the reinforcing structure 1 and the reinforcing member 3 are attached, a great amount of time and labor are required for the attaching operation, and the cost becomes high. Further, even if the reinforcing member 3 attenuates the compressive force, in the event of a large earthquake, the reinforcing member 3 is broken so as to widen the hole of the synthetic resin foam 14 through which the fastener penetrates, or the screw to which the fastener is attached. -Since a bolt comes off from a structural material, the compression force made into the main use purpose of the synthetic resin foam 14 may not be exhibited.
建築基準法に基づく木造耐力壁の性能評価試験では、一対の柱と一対の横架材で囲まれる開口部(例えば、高さ2730mm×幅910mm又は1820mm)に、上側の横架材(梁)の水平方向から水平力を加えて、筋かいや合板等の構造材が構造材としての機能を発揮できなくなるに至ったときの水平力を測定し、測定結果の水平力が壁倍率1のときの基準となる水平力(1.96kN)に対して何倍あるかの計算結果に基づいて壁倍率を求めて、建築基準法の安全率を満たす耐力のあることを試験している。 In the performance evaluation test of a wooden bearing wall based on the Building Standards Act, an upper horizontal member (beam) is placed in an opening (for example, height 2730 mm × width 910 mm or 1820 mm) surrounded by a pair of columns and a pair of horizontal members. When a horizontal force is applied from the horizontal direction, the horizontal force is measured when a structural material such as a brace or plywood can no longer function as a structural material. The wall magnification is obtained based on the calculation result of how many times it is with respect to the horizontal force (1.96 kN) that is the standard of the test, and it is tested that it has a proof strength that satisfies the safety factor of the Building Standard Law.
(背景技術)
本願発明者は、XPS等の発泡樹脂板状部材が幅方向(すなわち平面)に平行な方向に対して大きな耐力を有することに着目し、発泡樹脂板状部材を耐力構造材として用いることを着想し、発泡樹脂板状部材を構造材として実用化するための研究を重ね、種々の実験をしたところ、次のような問題点が分かった。
図13はこの発明の背景技術を説明するための立面図であり、特に木造建築物の構造部材で囲まれる空間部に発泡樹脂板状部材を嵌め込んだ状態を示す。なお、図13に示す木造建築物は、発泡樹脂板状部材5を断熱材として用いた内断熱(充填断熱)の構造でもある。
図13において、一対の柱1a,1bと一対の横架材2a,2bからなる構造材3は、空間部4を有する。この空間部4には、断熱材としても用いられる材質と同じ発泡樹脂板状部材5が嵌め込まれる。空間部4に嵌め込まれる発泡樹脂板状部材5は、当該空間部4の平面形状(又は立面形状)と略同等か若干(例えば数mm)小さな平面形状を有するものであって、断熱材としても用いられる材質と同じ材質であり、最適な圧縮強度に選定される。
ここで、発泡樹脂板状部材5を断熱材としてのみ用いる場合は、断熱性能をできる限り高めるため、発泡樹脂板状部材5の平面形状を空間部4の平面形状と全く同一寸法とするのが好ましい。しかし、実際には、同一寸法だと、嵌め込み作業が容易でないので、嵌め込み作業を効率よく行うことができず、若干(例えば数mm)小さな平面形状に選ばれることもある。発泡樹脂板状部材5の平面形状を空間部4の平面形状より若干小さくすれば、高さ方向と幅方向のそれぞれに僅かの隙間が生じる。この隙間は、高い断熱性能を確保する上ではない方が好ましいが、発泡樹脂板状部材5の嵌め込み作業を容易にするために施工上やむを得ず設けることになる。
(Background technology)
The inventor of the present application pays attention to the fact that a foamed resin plate-like member such as XPS has a large proof stress with respect to a direction parallel to the width direction (that is, a plane), and uses the foamed resin plate-like member as a load-bearing structural material. Then, after carrying out research for putting the foamed resin plate-shaped member into practical use as a structural material and conducting various experiments, the following problems were found.
FIG. 13 is an elevational view for explaining the background art of the present invention, and particularly shows a state in which a foamed resin plate-like member is fitted in a space portion surrounded by a structural member of a wooden building. In addition, the wooden building shown in FIG. 13 is also an internal heat insulation (filling heat insulation) structure using the foamed resin plate-like member 5 as a heat insulating material.
In FIG. 13, a structural material 3 including a pair of pillars 1 a and 1 b and a pair of horizontal members 2 a and 2 b has a space portion 4. In this space portion 4, the same foamed resin plate-like member 5 as that used as a heat insulating material is fitted. The foamed resin plate-like member 5 fitted in the space 4 has a planar shape that is substantially the same as or slightly smaller (for example, several mm) than the planar shape (or the elevational shape) of the space portion 4. Is the same material as used, and is selected for optimal compressive strength.
Here, in the case where the foamed resin plate-like member 5 is used only as a heat insulating material, the planar shape of the foamed resin plate-like member 5 is exactly the same as the planar shape of the space portion 4 in order to enhance the heat insulation performance as much as possible. preferable. However, in practice, if the dimensions are the same, the fitting operation is not easy, so the fitting operation cannot be performed efficiently, and a slightly smaller (for example, several mm) planar shape may be selected. If the planar shape of the foamed resin plate-like member 5 is made slightly smaller than the planar shape of the space portion 4, a slight gap is generated in each of the height direction and the width direction. Although it is preferable not to ensure high heat insulation performance, this gap is unavoidably provided in construction in order to facilitate the fitting operation of the foamed resin plate member 5.
この状態において、図13の右図に示すように、上側の横架材2bに右向きの水平力を徐々に加えると、一対の柱1a,1bが徐々に傾き、空間部4が変形する。一対の柱1a,1bの傾きに伴って、上側の横架材(梁)2bが徐々に下り、空間部4が菱形に変形する。
このとき、一対の柱1a,1bが長さδだけ水平変位するので、上側の横架材2bは水平力を加える前の状態に比べて長さt1だけ下へ移動し、発泡樹脂板状部材5の上辺の一方側(左から右に水平力を加えたときは図示の左上角)が長さt2だけ見かけ上押し上げられた(実質的には圧縮された)状態となる。同時に、発泡樹脂板状部材5の下辺の他方側(左から右に水平力を加えたときは、図示の右下角)は、長さt2だけ見かけ上押し下げられた(実質的には圧縮された)状態となる。そのため、高さ方向の上下から強い力が発泡樹脂板状部材5に加わるが、その高さHが幅Wに比べて何倍も大きいので、発泡樹脂板状部材5を湾曲させる強い力が上下方向(または発泡樹脂板状部材5の対角線の方向)に加わる。
なお、左向きの水平力を加えた場合は、発泡樹脂板状部材5の角に加わる力が上辺と下辺で左右逆となる。
また、一対の柱1a,1bの間の幅は、水平力を加えたとき、水平力を加えない状態に比べて、狭まってw1(狭まる長さをxとすれば、w1=W−x)になることも分かった。
すなわち、強い水平力が加えられたとき、発泡樹脂板状部材5は、両側面が一対の柱1a,1bの内側に接した状態で斜めに傾く(回動する)ため、水平力の加わる上辺の一方側(図示の左上角)の斜線部分が横架材2bによって強い力で押し下げられる(圧縮される)とともに、下辺の他方側(図示の右下角)が横架材2aによって強い力で押し上げられる。その結果として、発泡樹脂板状部材5は、上下に強い圧縮力を受けて、高さ方向の中央部分で座屈を起こし湾曲してしまう。座屈が生じると、発泡樹脂板状部材5は、一対の柱1a,1bに接している両側面が柱1a,1bに対して十分な接触面積を確保できず、必要とする耐力を発揮する前に空間部4から外れてしまう。
このような現象のため、発泡樹脂板状部材を木造建築物の構造材として用いる場合は座屈による耐力の減少を防止する必要性が判明した。発泡樹脂板状部材の座屈による耐力の減少を防止又は回避できれば、発泡樹脂板状部材が耐力構造材として十分に使用できることが分かった。
In this state, as shown in the right diagram of FIG. 13, when a rightward horizontal force is gradually applied to the upper horizontal member 2b, the pair of pillars 1a and 1b are gradually inclined and the space portion 4 is deformed. As the pair of pillars 1a and 1b are inclined, the upper horizontal member (beam) 2b gradually descends, and the space 4 is deformed into a rhombus.
At this time, since the pair of pillars 1a and 1b are horizontally displaced by the length δ, the upper horizontal member 2b moves downward by the length t1 as compared with the state before the horizontal force is applied, and the foamed resin plate member One side of the upper side of 5 (the upper left corner in the figure when a horizontal force is applied from the left to the right) is apparently pushed up (substantially compressed) by the length t2. At the same time, the other side of the lower side of the foamed resin plate-like member 5 (the lower right corner in the figure when a horizontal force is applied from the left to the right) is apparently pushed down by the length t2 (substantially compressed). ) State. Therefore, a strong force is applied to the foamed resin plate member 5 from the top and bottom in the height direction. However, since the height H is many times larger than the width W, the strong force for bending the foam resin plate member 5 is It is added to the direction (or the diagonal direction of the foamed resin plate-like member 5).
In addition, when a leftward horizontal force is applied, the force applied to the corners of the foamed resin plate member 5 is reversed left and right on the upper side and the lower side.
In addition, the width between the pair of pillars 1a and 1b is narrower when a horizontal force is applied than when no horizontal force is applied (w1 = W−x, where x is the length of the narrowing). I also found out that
That is, when a strong horizontal force is applied, the foamed resin plate-like member 5 tilts (rotates) obliquely with both side surfaces in contact with the inside of the pair of pillars 1a and 1b. The hatched portion on one side (upper left corner in the figure) is pushed down (compressed) with a strong force by the horizontal member 2b, and the other side (lower right corner in the figure) on the lower side is pushed up with a strong force by the horizontal member 2a. It is done. As a result, the foamed resin plate-like member 5 receives a strong compressive force in the vertical direction, buckles at the center portion in the height direction, and curves. When the buckling occurs, the foamed resin plate-like member 5 exhibits sufficient proof stress because the both side surfaces in contact with the pair of columns 1a and 1b cannot secure a sufficient contact area with the columns 1a and 1b. It will come off from the space part 4 before.
Due to such a phenomenon, it has been found that when a foamed resin plate member is used as a structural material of a wooden building, it is necessary to prevent a decrease in yield strength due to buckling. It was found that if the decrease in yield strength due to buckling of the foamed resin plate-like member can be prevented or avoided, the foamed resin plate-like member can be sufficiently used as a load-bearing structural material.
それゆえに、この発明の主たる目的は、大地震のような強い水平荷重を受けても一気に破損することなく、粘り強い耐力構造を有し、座屈による耐力の減少を回避し得る、木造建築物の耐力構造を提供することである。 Therefore, the main object of the present invention is to provide a wooden structure that has a tenacious load-bearing structure and is capable of avoiding a decrease in yield strength due to buckling without being damaged at a stretch even under a strong horizontal load such as a large earthquake. It is to provide a load bearing structure.
この発明の他の目的は、水平力が所定範囲内の間は既存の耐力材によって、既存耐力材ではカバーできないさらに大きな水平力が加わったときには発泡樹脂板状部材の耐力によって、木造建築物が一気に倒壊することを回避し得る、木造建築物の耐力構造を提供することである。 Another object of the present invention is that a wooden building is formed by an existing load-bearing material while the horizontal force is within a predetermined range, and by a load strength of the foamed resin plate member when a larger horizontal force that cannot be covered by the existing load-bearing material is applied. It is to provide a load-bearing structure for a wooden building that can avoid collapse at a stretch.
第1の発明は、一対の柱と一対の横架材によって囲まれた空間部を有する構造部材を組み合わせて構成される木造建築物において、複数の発泡樹脂板状部材を備える。
複数の発泡樹脂板状部材は、各構造部材に固定されることなく、当該構造部材に対応する空間部にそれぞれ嵌め込まれる。
この発泡樹脂板状部材は、幅方向の側面による圧縮力が5ニュートン/平方センチメートル以上の発泡プラスチック系フォームであって、その立面形状の幅が空間部の幅よりも第1の長さである0.5mm〜3.5mmだけ小さく選ばれることにより、空間部に嵌め込まれて水平力を加えられない状態のときに、当該第1の長さの部分が側面クリアランスとなる。
また、発泡樹脂板状部材は、水平力を加えられたときに、既存の耐力壁では対応しない1/15ラジアンから木造建築物が倒壊し始めるとされる1/8ラジアンの範囲において耐力を発揮し、それによって、一対の柱が傾いてその幅が狭まった際に、その両側面が構造部材に含まれる一対の柱に密接することによって、その両側面で圧縮力を受けて、耐力壁として作用する。
また、発泡樹脂板状部材は、1/15ラジアンから1/8ラジアンの範囲において耐力を発揮する際に、その上辺と下辺が一対の横架材によって圧縮されて生じる座屈を回避するために、その立面形状の高さが空間部の高さよりも第2の長さである25mm〜50mmだけ小さくなるような切欠部を形成することにより、当該切欠部が水平力を加えられない状態において上部クリアランスとなる。
1st invention is a wooden building comprised combining the structural member which has the space part enclosed by a pair of pillar and a pair of horizontal member, Comprising: A several foamed resin plate-shaped member is provided.
The plurality of foamed resin plate-like members are respectively fitted into the space portions corresponding to the structural members without being fixed to the respective structural members.
This foamed resin plate-like member is a foamed plastic foam having a compressive force of 5 Newton / square centimeter or more on the side surface in the width direction, and the width of the elevational shape is a first length than the width of the space portion. By being selected to be smaller by 0.5 mm to 3.5 mm, the portion having the first length becomes the side clearance when it is fitted into the space and a horizontal force cannot be applied.
In addition, when a horizontal force is applied, the foamed resin plate-like member exhibits strength in a range of 1/8 radians where a wooden building starts to collapse from 1/15 radians, which is not supported by existing bearing walls. As a result, when the pair of columns is inclined and the width thereof is narrowed, the both side surfaces are in close contact with the pair of columns included in the structural member. Works.
In addition, when the foamed resin plate-like member exhibits proof strength in the range of 1/15 radians to 1/8 radians, in order to avoid buckling caused by the upper and lower sides being compressed by a pair of horizontal members. In the state where the notch is not applied with a horizontal force by forming the notch so that the height of the elevation shape is smaller than the height of the space by a second length of 25 mm to 50 mm. It becomes the upper clearance.
第1の発明によれば、大地震のような強い水平荷重を受けても、発泡樹脂板状部材が空間部の詰め物(又はクッション)となっているので、木造建築物が一気に倒壊又は破損することなく、粘り強い耐力構造を有し、座屈による耐力の減少を回避できる、木造建築物の耐力構造が得られる。 According to 1st invention, even if it receives the strong horizontal load like a big earthquake, since a foamed resin plate-shaped member is a padding (or cushion) of a space part, a wooden building collapses or breaks at a stretch. Therefore, a load-bearing structure for a wooden building that has a tenacity-bearing structure and can avoid a decrease in the yield strength due to buckling can be obtained.
第2の発明は、一対の柱と一対の横架材によって囲まれた空間部を有する構造部材を組み合わせて構成される木造建築物において、複数の発泡樹脂板状部材を備える。
複数の発泡樹脂板状部材は、各構造部材に固定されることなく、当該構造部材に対応する空間部にそれぞれ嵌め込まれる。
この発泡樹脂板状部材は、幅方向の側面による圧縮力が5ニュートン/平方センチメートル以上の発泡プラスチック系フォームであって、その立面形状の幅が空間部の幅よりも側面クリアランスだけ小さく選ばれ、かつその立面形状の高さが空間部の高さよりも上部クリアランスだけ小さく選ばれることによって、空間部に嵌め込まれたときに一対の柱に対して幅方向に側面クリアランスを有するとともに、一対の柱が水平力を受けて傾いたときに、その上辺および下辺が横架材に接触しないようにするための切欠部を形成している。
また、発泡樹脂板状部材は、既存の耐力壁では対応しない1/15ラジアンから木造建築物が倒壊し始めるとされる1/8ラジアンの範囲において耐力を発揮するように、側面クリアランスが0.5mm〜3.5mmに選ばれ、かつ前記切欠部が25mm〜50mmに選ばれる。
それによって、発泡樹脂板状部材は、水平力が加わることにより、一対の柱が傾いてその幅が狭まったときに、その両側面が第1の構造部材に含まれる一対の柱に密接することによって、その両側面で圧縮力を受けて、耐力壁として作用することを特徴とする。
A second aspect of the present invention is a wooden building configured by combining structural members having a space surrounded by a pair of columns and a pair of horizontal members, and includes a plurality of foamed resin plate members.
The plurality of foamed resin plate-like members are respectively fitted into the space portions corresponding to the structural members without being fixed to the respective structural members.
This foamed resin plate-like member is a foamed plastic foam having a compressive force of 5 Newton / square centimeter or more by the side surface in the width direction, and the width of the elevational shape is selected to be smaller than the width of the space portion by the side clearance, In addition, the height of the vertical surface shape is selected to be smaller by the upper clearance than the height of the space portion, thereby having side clearance in the width direction with respect to the pair of columns when fitted into the space portion, and a pair of columns. When the is inclined by receiving a horizontal force, a notch is formed so that the upper side and the lower side thereof do not contact the horizontal member.
In addition, the foamed resin plate-like member has a side clearance of 0. 1 so as to exert a proof strength in a range of 1/8 radians where a wooden building starts to collapse from 1/15 radians, which is not supported by existing load-bearing walls. 5 mm to 3.5 mm is selected, and the notch is selected to be 25 mm to 50 mm.
Accordingly, when the pair of pillars are inclined and the width thereof is narrowed by applying a horizontal force, the foamed resin plate-like member is in close contact with the pair of pillars included in the first structural member. Therefore, it receives the compressive force on both side surfaces thereof and acts as a bearing wall.
第2の発明によれば、大地震のような強い水平荷重を受けても、木造建築物が一気に倒壊又は破損することなく、粘り強い耐力構造を有し、座屈による耐力の減少を回避できる。 According to 2nd invention, even if it receives the strong horizontal load like a big earthquake, a wooden building does not collapse or break at a stretch, it has a tenacious load-bearing structure, and it can avoid the reduction | decrease in the load-bearing force by buckling.
第3の発明は、第1の発明または第2の発明において、切欠部の形状が矩形(又は平行四辺形)であって、その上辺が横架材に対して平行に形成されることによって、水平力が加えられない状態において、幅方向に均等な上部クリアランスを確保することを特徴とする。 According to a third invention, in the first invention or the second invention, the shape of the notch is rectangular (or parallelogram), and the upper side is formed in parallel to the horizontal member, A uniform upper clearance is ensured in the width direction in a state where no horizontal force is applied.
第4の発明は、第1の発明または第2の発明において、発泡樹脂板状部材の上辺が幅方向の中央部から両側面に向かって傾斜を有する山形に形成されることによって、左右両端部で最大値となる上部クリアランスを確保することを特徴とする。 4th invention WHEREIN: In 1st invention or 2nd invention, when the upper side of a foamed resin plate-shaped member is formed in the mountain shape which inclines toward the both sides | surfaces from the center part of the width direction, right-and-left both ends It is characterized by ensuring the upper clearance which becomes the maximum value.
第5の発明は、第1の発明または第2の発明において、発泡樹脂板状部材の上辺より上の上部クリアランスには、発泡樹脂板状部材とは異なる耐力を有しない断熱材を充填することを特徴とする。
第5の発明によれば、上部クリアランスの部分による断熱性能の低下を防止できる。
According to a fifth invention, in the first invention or the second invention, the upper clearance above the upper side of the foamed resin plate member is filled with a heat insulating material having no proof strength different from that of the foam resin plate member. It is characterized by.
According to 5th invention, the fall of the heat insulation performance by the part of an upper clearance can be prevented.
第6の発明は、第1の発明または第2の発明において、第1の空間部を有する複数の構造部材に既存の耐力材(例えば筋かい)が形成されて、発泡樹脂板状部材と併用される。
既存の耐力材(例えば筋かい)は1/15ラジアンまでの範囲で耐力を発揮し、発泡樹脂板状部材は1/15ラジアン〜1/8ラジアンの範囲で耐力を発揮することにより、広範囲で耐力を発揮することを特徴とする。
第6の発明によれば、既存の耐力材と発泡樹脂板状部材を併用しているので、既存の耐力材が耐力を発揮できない範囲又は耐力を減少して木造建築物の倒壊に近づきつつある範囲を発泡樹脂板状部材の側面の圧縮力で補うことにより、木造建築物の倒壊をさらに遅らせることができる。
A sixth invention is the first invention or the second invention, wherein an existing load-bearing material (for example, a brace) is formed on the plurality of structural members having the first space portion, and is used together with the foamed resin plate-like member. Is done.
Existing load-bearing materials (for example, braces) exhibit strength in a range of up to 1/15 radians, and foamed resin plate members exhibit strength in a range of 1/15 radians to 1/8 radians. It is characterized by exhibiting proof stress.
According to the sixth invention, since the existing load-bearing material and the foamed resin plate-like member are used in combination, the existing load-bearing material cannot reach its proof strength, or the proof strength is reduced and approaching the collapse of the wooden building. By supplementing the range with the compressive force of the side surface of the foamed resin plate member, the collapse of the wooden building can be further delayed.
この発明によれば、大地震のような強い水平力を受けても、発泡樹脂板状部材が空間部の詰め物(又はクッション)となっているので、一気に破断することのない、粘り強い耐力構造を有し、座屈による耐力の減少を回避することができる、木造建築物の耐力構造が得られる。
また、取付け作業に多大な時間と労力を要することなく、安価にして必要な耐力と断熱性を発揮できる、木造建築物の耐力構造が得られる。
According to this invention, even if it receives a strong horizontal force such as a large earthquake, since the foamed resin plate-like member is a padding (or cushion) in the space portion, a tenacious load-bearing structure that does not break at a stretch is obtained. It is possible to obtain a load-bearing structure of a wooden building that can avoid a decrease in the load-bearing strength due to buckling.
Moreover, the load-bearing structure of a wooden building can be obtained that does not require a great deal of time and labor for the mounting work and can exhibit the required strength and heat insulation at low cost.
(本願発明の原理説明)
図1はこの発明の木造建築物の耐力構造の原理を説明するための立面図であり、特に図1(a)は水平力を加えない状態の耐力構造を示し、図1(b)は強い水平力を加えた状態を示す。
この発明の木造建築物10(詳細は後述の図7,図8参照)は、1対の柱11a,11bと1対の横架材12a,12bからなる矩形又は枠状の構造部材13を、建物のけた行方向(建物の平面から見て横方向又は「X方向」)および張り間方向(平面から見て奥行方向又は「Y方向」)に、それぞれ複数組み合わせて構成される。
構造部材13で囲まれる空間部14には、発泡樹脂板状部材21が嵌め込まれる。この発泡樹脂板状部材21は、材質的には、幅方向に大きな圧縮強度を有し、幅方向(又は水平方向)から大きな力が加わっても一気に破断又は破損しない弾性力を有する材料、例えば押出法ポリスチレンフォーム等が用いられる。
(Description of the principle of the present invention)
FIG. 1 is an elevational view for explaining the principle of the load-bearing structure of a wooden building according to the present invention. In particular, FIG. 1 (a) shows the load-bearing structure without applying a horizontal force, and FIG. Shows a state where a strong horizontal force is applied.
The wooden building 10 of the present invention (see FIGS. 7 and 8 to be described later in detail) is a rectangular or frame-like structural member 13 composed of a pair of pillars 11a and 11b and a pair of horizontal members 12a and 12b. A plurality of combinations are respectively formed in the row direction of the building (lateral direction or “X direction” when viewed from the plane of the building) and the stretch direction (depth direction or “Y direction” when viewed from the plane).
A foamed resin plate member 21 is fitted into the space 14 surrounded by the structural member 13. The foamed resin plate member 21 is made of a material having a large compressive strength in the width direction and an elastic force that does not break or break at a stretch even when a large force is applied from the width direction (or horizontal direction), for example, An extruded polystyrene foam or the like is used.
発泡樹脂板状部材21は、サイズ的に短辺方向の幅Dが1対の柱11a,11bの間隔Wよりも第1の長さ(又は隙間;側面クリアランスともいう)t3だけ短く選ばれ、長辺方向の長さL(高さ)が1対の横架材12a,12bの間隔Hよりも第2の長さ(又は上部クリアランス)t4だけ短く選ばれる。すなわち、発泡樹脂板状部材21は、幅がD(D=W−t3)、縦方向長さがL(L=H−t4−t1)に選ばれることにより、その上辺が横架材12a,12bに平行に形成され、上部クリアランスがその上辺の全域に渡って均一に確保される。
ここで、発泡樹脂板状部材21の幅Dは、発泡樹脂板状部材21を空間部14へ嵌め込む際に嵌め込み作業が容易となるように、空間部14の幅Wよりも若干小さく、水平力が構造部材13に加えられたときに一対の柱11a,11bの間隔がw1に縮小しても、直ちに圧縮力として加わらない程度の隙間t3を有するように選ばれる(D=W−t3)。この隙間t3は、一対の柱11a,11bの傾きが壁倍率1に対応する1/15ラジアン(以下、略記号「rad」で示す)を超えたときから1/8radまでの範囲において、幅方向に圧縮力を発揮できるような第1の長さ、例えば0.5mm〜3.5mm程度に選ばれる。この隙間t3が側面クリアランスとなる。
The foamed resin plate-like member 21 is selected so that the width D in the short side direction is shorter than the distance W between the pair of columns 11a and 11b by a first length (or gap; also referred to as side clearance) t3. The length L (height) in the long side direction is selected to be shorter than the distance H between the pair of horizontal members 12a and 12b by the second length (or upper clearance) t4. That is, the foamed resin plate-like member 21 is selected such that the width is D (D = W−t3) and the longitudinal length is L (L = H−t4−t1), so that the upper side is the horizontal member 12a, It is formed in parallel with 12b, and an upper clearance is ensured uniformly over the entire upper side.
Here, the width D of the foamed resin plate-like member 21 is slightly smaller than the width W of the space portion 14 so as to facilitate the fitting operation when the foamed resin plate-like member 21 is fitted into the space portion 14. Even when the distance between the pair of pillars 11a and 11b is reduced to w1 when a force is applied to the structural member 13, it is selected so as to have a gap t3 that does not immediately apply as a compressive force (D = W−t3). . This gap t3 is the width direction in the range from when the inclination of the pair of pillars 11a and 11b exceeds 1/15 radians (hereinafter referred to as abbreviated symbol “rad”) corresponding to the wall magnification 1, to 1/8 rad. The first length, such as about 0.5 mm to 3.5 mm, can be selected. This gap t3 is a side clearance.
また、高さ方向の隙間(又は第2の長さ)t4は、図13の右図に示すt2の2倍(すなわち、(t2)×2の長さ)となる。
ここで、隙間t4は、一対の柱11a,11bの傾きが壁倍率1に対応する1/15radを超えたときから1/8radの範囲において、発泡樹脂板状部材21の上辺が見かけ上押し上げられる(実際には圧縮される)長さであり、上部クリアランスとなる。
言い換えると、発泡樹脂板状部材21は、幅D×高さLの平面形状を有するが、その幅Dが一対の柱11a,11bの幅Wよりも第1の長さt3(側面クリアランス)だけ小さくなり、その高さLが一対の横架材12a,12bの高さHから第2の長さt4だけ差し引いた長さ(L=H−t4)となる。そのため、一対の横架材12a,12b(高さH)と一対の柱11a,11b(幅W)で囲まれる空間部13の面積(W×H)に対して、長さt4×幅Dからなる形状の切欠部21aを形成したことと略同等の面積(平面形状)の上部クリアランスを確保することになる。
この切欠部21aは、地震等による大きな水平力を受けたとき、上側の横架材12bが発泡樹脂板状部材21を押し下げて座屈を生じさせるのを回避する際に重要な、上部クリアランスとなる。
側面クリアランスの第1の長さt3と、上部クリアランスの第2の長さt4は、大きな水平力を受けて一対の柱11a,11bが傾いたときの層間変位角(δ/H)の1/15radから1/8radにおける変形寸法(狭まる寸法)となるように選定される。その第1の長さ(側面クリアランス)t3及び第2の長さ(上部クリアランス)t4の最適値の選定の仕方は、本願発明者による実験結果および計算結果に基づいて、次の図2〜図4を参照して詳細に説明する方法で決められる。
Further, the gap (or the second length) t4 in the height direction is twice as long as t2 shown in the right diagram of FIG. 13 (that is, the length of (t2) × 2).
Here, in the gap t4, the upper side of the foamed resin plate member 21 is apparently pushed up within a range of 1/8 rad from when the inclination of the pair of pillars 11a, 11b exceeds 1/15 rad corresponding to the wall magnification 1. It is the length (actually compressed) and the upper clearance.
In other words, the foamed resin plate member 21 has a planar shape of width D × height L, but the width D is only the first length t3 (side clearance) than the width W of the pair of columns 11a and 11b. The height L becomes a length (L = H−t4) obtained by subtracting the second length t4 from the height H of the pair of horizontal members 12a and 12b. Therefore, from the length t4 × width D to the area (W × H) of the space 13 surrounded by the pair of horizontal members 12a, 12b (height H) and the pair of pillars 11a, 11b (width W). Thus, an upper clearance having an area (planar shape) substantially equivalent to that of forming the cutout portion 21a having the shape as described above is secured.
This notch portion 21a has an upper clearance, which is important for avoiding the upper horizontal member 12b from pushing down the foamed resin plate member 21 and causing buckling when receiving a large horizontal force due to an earthquake or the like. Become.
The first length t3 of the side clearance and the second length t4 of the upper clearance are 1 / of the inter-layer displacement angle (δ / H) when the pair of pillars 11a and 11b are inclined by receiving a large horizontal force. It is selected so as to have a deformation dimension (a narrowing dimension) from 15 rad to 1/8 rad. The method of selecting the optimum values of the first length (side clearance) t3 and the second length (upper clearance) t4 is based on the experiment results and calculation results by the inventors of the present application, as shown in FIGS. 4 and determined in detail with reference to FIG.
(実施例1)
図2ないし図4は、この発明の一実施例の木造建築物の耐力構造として、一対の柱の間に間柱17を入れた場合における層間変形角別の側面クリアランスと上部クリアランスの関係を説明するための立面図である。特に、図2は層間変形角(δ/H)が1/15radの場合、図3は層間変形角が1/10radの場合、図4は層間変形角(δ/H)が1/8radの場合を示し、図2〜図4のそれぞれの左図が水平力を加えられる前の状態、右図が水平力を加えられた後の状態を示す。
図2〜図4の実施例では、一般的な木造建築物に準じて、外装材および/または内装材(図示せず)を取り付けるために、一対の柱11a,11bの間に間柱17が追加されて、柱11aと柱11bの間(W)が805mm、間柱17が30mm幅の例を説明する。この場合、柱11aと間柱17の間隔、および柱11bと間柱17の間隔は387.5mmとなる。発泡樹脂板状部材21の幅は、387.5mm−t3となる。このような条件に選ばれた発泡樹脂板状部材21が2枚準備されて、柱11aと間柱17の間、および柱11bと間柱17の間にそれぞれ嵌め込まれる。
Example 1
FIGS. 2 to 4 illustrate the relationship between the side clearance and the upper clearance according to the interlayer deformation angle when the inter-column 17 is inserted between a pair of columns as a load-bearing structure of a wooden building according to an embodiment of the present invention. FIG. In particular, FIG. 2 shows the case where the interlayer deformation angle (δ / H) is 1/15 rad, FIG. 3 shows the case where the interlayer deformation angle is 1/10 rad, and FIG. 4 shows the case where the interlayer deformation angle (δ / H) is 1/8 rad. 2 to 4 show the state before the horizontal force is applied, and the right diagram shows the state after the horizontal force is applied.
In the embodiment shown in FIGS. 2 to 4, an inter-column 17 is added between a pair of columns 11 a and 11 b in order to attach an exterior material and / or an interior material (not shown) according to a general wooden building. Then, an example in which the space (W) between the pillars 11a and 11b is 805 mm and the spacer 17 is 30 mm wide will be described. In this case, the interval between the column 11a and the inter-column 17 and the interval between the column 11b and the inter-column 17 are 387.5 mm. The width of the foamed resin plate member 21 is 387.5 mm-t3. Two foamed resin plate-like members 21 selected under such conditions are prepared and fitted between the columns 11a and the inter-columns 17 and between the columns 11b and the inter-columns 17, respectively.
次に、図2を参照して、層間変形角(δ/H)が1/15radに変化した場合を説明する。柱11a(又は柱11b)と間柱17との間隔は、水平力の加わらない状態の387.5mmから386.5mmに変化し、1.0mm狭くなる。このときの水平変位δは182mmであり、上部クリアランスは26mmであり、側面クリアランス(t3)は1.0mmに選ぶことになる。この場合、上部クリアランスを26mm以上に選定していれば、座屈を生じる可能性が全くない。 Next, a case where the interlayer deformation angle (δ / H) is changed to 1/15 rad will be described with reference to FIG. The interval between the pillar 11a (or the pillar 11b) and the intermediate pillar 17 changes from 387.5 mm in a state where no horizontal force is applied to 386.5 mm, and becomes 1.0 mm narrower. At this time, the horizontal displacement δ is 182 mm, the upper clearance is 26 mm, and the side clearance (t3) is selected to be 1.0 mm. In this case, if the upper clearance is selected to be 26 mm or more, there is no possibility of causing buckling.
図3を参照して、層間変形角(δ/H)が1/10radの場合は、柱11a(又は柱11b)と間柱17との間隔が水平力の加わらない状態の387.5mmから385.2mmに変化し、2.3mm狭くなる。このときの水平変位δは273mmであり、上部クリアランスは40mmであり、側面クリアランスは2.3mmである。この場合、上部クリアランスを40mm以上に選定していれば、座屈を生じないことが確認された。 Referring to FIG. 3, when the interlayer deformation angle (δ / H) is 1/10 rad, the distance between column 11 a (or column 11 b) and intermediate column 17 is 387.5 mm to 385. It changes to 2mm and becomes 2.3mm narrower. At this time, the horizontal displacement δ is 273 mm, the upper clearance is 40 mm, and the side clearance is 2.3 mm. In this case, it was confirmed that buckling does not occur if the upper clearance is selected to be 40 mm or more.
図4を参照して、層間変形角(δ/H)が1/8radの場合は、柱11a(又は柱11b)と間柱17との間隔が387.5mmから384mmに変化し、3.5mm狭くなる。このときの水平変位δは341.3mmであり、上部クリアランスは48mmであり、側面クリアランスは3.5mmである。この場合、上部クリアランスを48mm以上に選定していれば、座屈を生じないことが確認された。 Referring to FIG. 4, when the interlayer deformation angle (δ / H) is 1/8 rad, the distance between the pillar 11a (or the pillar 11b) and the spacer 17 is changed from 387.5 mm to 384 mm, and is narrowed by 3.5 mm. Become. At this time, the horizontal displacement δ is 341.3 mm, the upper clearance is 48 mm, and the side clearance is 3.5 mm. In this case, it was confirmed that buckling does not occur if the upper clearance is selected to be 48 mm or more.
以上の実験結果及び計算結果に基づいて、側面クリアランスを0.5mm〜3.5mmに選定し、上部クリアランスを25mm〜50mmに選定すれば、1/15rad〜1/8radの傾きが生じる程度に強い水平力を受けたとしても、発泡樹脂板状部材21が座屈を起さず、柱11a(又は柱11b)と間柱17による幅方向の圧縮力をその両側面で受け止めて、圧縮力を分散することにより、木造建築物が一気に倒壊するのを回避できる。
ところで、実際の木造建築物では、設計段階で上部クリアランスを選定しておく必要があるので、上部クリアランスについては柱の傾きの一番大きな1/8radの場合の値(48mm)以上に選定しておけば、柱の傾きがそれよりも小さな1/10radや1/15radの場合でも座屈を起こさない範囲としてカバーされることになる。
但し、上部クリアランスを必要以上に大きな値に選定すると、後述の第式(1)〜第式(4)を参照して説明する理由により、発泡樹脂板状部材21の側面の面積が小さくなり、柱の変形に抵抗できる力Pが小さくなるので、適度の値を選定することが望ましい。
Based on the above experimental results and calculation results, if the side clearance is selected from 0.5 mm to 3.5 mm and the upper clearance is selected from 25 mm to 50 mm, it is strong enough to produce an inclination of 1/15 rad to 1/8 rad. Even if a horizontal force is received, the foamed resin plate-like member 21 does not buckle, and the compressive force in the width direction by the columns 11a (or the columns 11b) and the inter-columns 17 is received on both side surfaces to disperse the compressive force. By doing so, it can be avoided that the wooden building collapses at once.
By the way, in an actual wooden building, it is necessary to select the upper clearance at the design stage, so the upper clearance should be selected to be more than the value (48mm) in the case of 1/8 rad with the largest column inclination. In this case, even if the inclination of the column is smaller than 1/10 rad or 1/15 rad, it is covered as a range in which buckling does not occur.
However, if the upper clearance is selected to be larger than necessary, the area of the side surface of the foamed resin plate-like member 21 is reduced due to the reason described with reference to the following formulas (1) to (4). Since the force P that can resist the deformation of the column becomes small, it is desirable to select an appropriate value.
なお、側面クリアランスは、座屈による弊害の問題と関係なく、図2の層間変形角(δ/H)を1/15radに変化させた場合にt3=1.0mmであるが、これを0.5mm〜1.7mmの範囲に選んでも、発泡樹脂板状部材21の幅方向の圧縮強度を発揮する傾き角の小さな段階(又は早い段階)から壁耐力を発揮することになるので、1.0mmよりも小さな範囲に選んでも何ら問題ない。
また、実際には、座屈が生じたとしても、発泡樹脂板状部材21が空間部(柱11a又は柱11bと間柱17のそれぞれの面)からはみ出すまでに十分な余裕があるので、上部クリアランスの最小値を25mmに選んでも問題ない。
The side clearance is t3 = 1.0 mm when the interlayer deformation angle (δ / H) in FIG. 2 is changed to 1/15 rad, regardless of the problem of adverse effects due to buckling. Even if it is selected within the range of 5 mm to 1.7 mm, the wall strength will be exhibited from the stage of small inclination angle (or early stage) that exhibits the compressive strength in the width direction of the foamed resin plate-like member 21, so 1.0 mm There is no problem even if you choose a smaller range.
In practice, even if buckling occurs, the foamed resin plate-like member 21 has a sufficient margin until it protrudes from the space (the respective surfaces of the pillar 11a or the pillar 11b and the intermediate pillar 17). There is no problem even if the minimum value of 25 mm is selected.
図2〜図4を参照して、上部クリアランスとなる切欠部21aおよび側面クリアランスを形成した発泡樹脂板状部材21は、水平力が徐々に加わり増大しても、側部クリアランスによる遊びがあるため右に回動し、さらに水平力が増大して、t3が側面クリアランスよりも大きくなると、両側面が柱11a(又は柱11b)と間柱17に密接することによって、両側面で圧縮力を受けて、耐力壁として作用する。
そして、柱11a(又は柱11b)と間柱17がさらに傾き、水平変位がδ=182mmになる程の水平力(1/15rad)が加わったとき、柱11a(又は柱11b)と間柱17の間の幅が1.0mm縮まり、柱11a(又は柱11b)と間柱17による圧縮力を発泡樹脂板状部材21のそれぞれの側面の全面で受け止めて、壁耐力を発揮する。
しかし、発泡樹脂板状部材21は、弾性力を有するとともに、側面で受ける幅方向の圧縮強度が一対の柱11a(又は柱11b)と間柱17から受ける圧縮力に比べて大きいので、破損することもなく、壁耐力を維持する。このとき、上部クリアランスを有しているので、発泡樹脂板状部材21の高さ方向の圧縮力が座屈を起こす程度にまで増大せず、座屈を起こさない。
2 to 4, the foamed resin plate-like member 21 formed with the notch portion 21 a and the side clearance serving as the upper clearance has play due to the side clearance even when the horizontal force is gradually increased. When it turns to the right and the horizontal force further increases and t3 becomes larger than the side clearance, both side surfaces are in close contact with the column 11a (or column 11b) and the inter-column 17 to receive compressive force on both sides. Acts as a bearing wall.
When the column 11a (or column 11b) and the intermediate column 17 are further inclined and a horizontal force (1/15 rad) is applied so that the horizontal displacement is δ = 182 mm, the interval between the column 11a (or column 11b) and the intermediate column 17 is applied. Is reduced by 1.0 mm, and the compressive force of the columns 11a (or columns 11b) and the inter-columns 17 is received on the entire surface of each side surface of the foamed resin plate member 21, thereby exerting wall strength.
However, the foamed resin plate-shaped member 21 has an elastic force and is damaged because the compressive strength in the width direction received at the side surface is larger than the compressive force received from the pair of columns 11a (or columns 11b) and the inter-columns 17. No wall strength is maintained. At this time, since the upper clearance is provided, the compressive force in the height direction of the foamed resin plate-like member 21 does not increase to such an extent that it buckles and does not buckle.
水平力が増大して、柱11a(柱11b)と間柱17の傾きが1/15radを超えて、水平変位がδ=273mmに達する1/10radになり、上部クリアランスがt4=40mmとなっても、発泡樹脂板状部材21の両側面が柱11a(又は柱11b)と間柱17に密接した状態で、柱11a(又は柱11b)と間柱17から強い圧縮力を受けている。そのため、一対の横架材12a,12bから上下に上部クリアランスを超える圧縮力を受けても、発泡樹脂板状部材21が上下に縮小するだけで、座屈を生じることなく、壁耐力を発揮し続ける。
水平力がさらに増大して、柱11a(又は柱11b)と間柱17の傾きが1/10radを超えて、水平変位がδ=341.3mmに達する1/8radになり、上部クリアランスがt4=48mmとなっても、発泡樹脂板状部材21の両側面が柱11a(又は柱11b)と間柱17に密接した状態で、柱11a(又は柱11b)と間柱17から強い圧縮力を受けている。そのため、一対の横架材12a,12bから上下に上部クリアランスを超える圧縮力を受けても、発泡樹脂板状部材21が上下に縮小するだけで、座屈を起こすことなく、壁耐力を発揮し続ける。
Even if the horizontal force increases, the inclination of the pillar 11a (pillar 11b) and the intermediate pillar 17 exceeds 1/15 rad, the horizontal displacement becomes 1/10 rad reaching δ = 273 mm, and the upper clearance becomes t4 = 40 mm. The foamed resin plate-like member 21 receives a strong compressive force from the column 11a (or column 11b) and the intermediate column 17 in a state where both side surfaces of the foamed resin plate member 21 are in close contact with the column 11a (or column 11b) and the intermediate column 17. Therefore, even if a compression force exceeding the upper clearance is received from the pair of horizontal members 12a and 12b in the vertical direction, the foamed resin plate-like member 21 is reduced in the vertical direction, and the wall strength is exhibited without causing buckling. to continue.
As the horizontal force further increases, the inclination of the pillar 11a (or pillar 11b) and the intermediate pillar 17 exceeds 1/10 rad, the horizontal displacement becomes 1/8 rad reaching δ = 341.3 mm, and the upper clearance is t4 = 48 mm. Even when the both sides of the foamed resin plate-like member 21 are in close contact with the column 11a (or column 11b) and the inter-column 17, the column 11a (or column 11b) and the inter-column 17 receive a strong compressive force. Therefore, even if a compressive force exceeding the upper clearance is applied vertically from the pair of horizontal members 12a and 12b, the foamed resin plate-like member 21 simply shrinks up and down and exhibits wall strength without causing buckling. to continue.
柱11a(又は柱11b)と間柱17の傾きが1/8radまでの範囲内では、発泡樹脂板状部材21が土壁,筋かいや合板等の既存の耐力壁以上の壁耐力を発揮するので、木造建築物の倒壊を防止できる。
なお、柱11a(又は柱11b)と間柱17の傾きが1/8radを超える強い水平力が加わると、一対の横架材12a,12bによる上下方向の圧縮力に加えて、横架材12bの上部の荷重が下向きの大きな力として加わることになる。そのため、構造部材13が耐えきれなくなり、木造建築物が倒壊し始める。
In the range where the inclination of the pillar 11a (or the pillar 11b) and the inter-column 17 is up to 1/8 rad, the foamed resin plate member 21 exhibits a wall bearing capacity that is greater than that of existing bearing walls such as earth walls, braces and plywood. Can prevent the collapse of wooden buildings.
In addition, when the strong horizontal force in which the inclination of the pillar 11a (or the pillar 11b) and the spacer 17 exceeds 1/8 rad is applied, in addition to the vertical compressive force by the pair of horizontal members 12a and 12b, the horizontal member 12b The upper load is applied as a large downward force. For this reason, the structural member 13 cannot withstand and the wooden building starts to collapse.
上述のような理由により、本願発明では、柱11a(又は柱11b)と間柱17の傾きを1/15radから1/8radの範囲に対応して耐力を発揮するように、上部クリアランスの範囲を選定したものである。 For the reasons described above, in the present invention, the range of the upper clearance is selected so that the column 11a (or the column 11b) and the inter-column 17 have an inclination corresponding to the range of 1/15 rad to 1/8 rad. It is a thing.
なお、上述の実施例1では、木造建築物の階高の一例として、横架材12a,12b間の寸法を2730mmとしたが、階高の異なる木造建築物では上部クリアランスと側面クリアランスの値が階高に関連して変化することは言うまでもない。 In Example 1 described above, the dimension between the horizontal members 12a and 12b is 2730 mm as an example of the floor height of a wooden building. However, in a wooden building having a different floor height, the values of the upper clearance and the side clearance are different. Needless to say, it changes in relation to the floor height.
次に、実施例1の図3の例において、柱11a(又は11b)と間柱17の傾きが1/10radの場合の耐力を検討する。
既存の耐力壁は水平力が1.96kNのときを壁倍率1としている。横架材12aと横架材12bの間(高さH)を273cmとし、柱11aと間柱17(又は柱11bと間柱17)との間隔Wを38.75cmとする。
そして、発泡樹脂板状部材21は、その厚さを6.5cm、側面の圧縮強度を11N/cm2とし、短期許容応力度を2/3、低減係数を0.75と仮定すると、その短期許容せん断耐力Paは第(1)式で表すことができる。
Pa=11N/cm2×2/3×0.75=5.49N/cm2 ・・・(1)
ここで、圧縮強度が11N/cm2以上の発泡樹脂板状部材21の発泡プラスチック系フォームとしては、押出法ポリスチレンフォームがある。この押出法ポリスチレンフォームでは、その製造方法から、側面の圧縮強度が平面圧縮強度よりも低減されるので、上記(1)式では11N/cm2としている。
発泡樹脂板状部材21が柱の変形に抵抗できる力Pは、第(2)式で表される。
P=269cm×6.5cm×5.49N/cm2
=9599N≒9.59kN ・・・(2)
9.59kN/1.96kN=4.89
これは、約5倍の強さとなる。
そして、発泡樹脂板状部材21は、具体的には圧縮強度が11N/cm2(約1kgf/cm2)以上の発泡プラスチック系フォームとして、押出法ポリスチレンフォームが知られている。
なお、同等の圧縮強度を有する押出法ポリスチレンフォーム(A種押出法ポリスチレンフォーム3種)を用いてもよいことは勿論である。
Next, in the example of FIG. 3 of Example 1, the proof stress when the inclination of the column 11a (or 11b) and the inter-column 17 is 1/10 rad is examined.
The existing load bearing wall has a wall magnification of 1 when the horizontal force is 1.96 kN. The distance between the horizontal member 12a and the horizontal member 12b (height H) is set to 273 cm, and the interval W between the column 11a and the intermediate column 17 (or the column 11b and the intermediate column 17) is set to 38.75 cm.
Then, assuming that the thickness of the foamed resin plate member 21 is 6.5 cm, the compressive strength of the side surface is 11 N / cm 2 , the short-term allowable stress is 2/3, and the reduction factor is 0.75, the short-term The allowable shear strength Pa can be expressed by the formula (1).
Pa = 11 N / cm 2 × 2/3 × 0.75 = 5.49 N / cm 2 (1)
Here, as the foamed plastic foam of the foamed resin plate member 21 having a compressive strength of 11 N / cm 2 or more, there is an extruded polystyrene foam. In this extruded polystyrene foam, the side surface compressive strength is reduced from the plane compressive strength due to the manufacturing method, and therefore, the above formula (1) is set to 11 N / cm 2 .
The force P with which the foamed resin plate-like member 21 can resist the deformation of the column is expressed by the formula (2).
P = 269 cm × 6.5 cm × 5.49 N / cm 2
= 9599N ≒ 9.59kN (2)
9.59 kN / 1.96 kN = 4.89
This is about 5 times stronger.
For the foamed resin plate-like member 21, specifically, an extruded polystyrene foam is known as a foamed plastic foam having a compressive strength of 11 N / cm 2 (about 1 kgf / cm 2 ) or more.
Of course, an extruded polystyrene foam having the same compressive strength (type A extruded polystyrene foam 3 types) may be used.
そして、発泡樹脂板状部材21が空間部14の詰め物(又はクッション)となっているので、既存の木造建築物が倒壊すると言われている程度(1/8radを超える程度)の水平力を受けたとしても、木造建築物が倒壊するまでに時間的余裕を確保でき、居住者が逃げ出すことのできる可能性を高めることができる。
また、発泡樹脂板状部材21は、断熱材として使用される押出法ポリスチレンフォームを用いているので、充填断熱(又は内断熱)を兼ねることができ、断熱性能が高く、省エネルギー化を図れる。
And since the foamed resin plate-shaped member 21 is the stuffing (or cushion) of the space portion 14, it receives a horizontal force that is said to collapse (exceeding 1/8 rad) of an existing wooden building. Even so, time can be secured before the wooden building collapses, and the possibility that the resident can escape is increased.
Moreover, since the foamed resin plate-shaped member 21 uses the extrusion method polystyrene foam used as a heat insulating material, it can serve also as filling heat insulation (or internal heat insulation), has high heat insulation performance, and can save energy.
(実施例1の変形例)
ところで、上述の段落番号[0041]の例では、発泡樹脂板状部材21の具体的な材料の一例として、押出法ポリスチレンフォームの場合を説明したが、この発明の技術思想は側面の圧縮強度が5N/cm2以上のその他の材質からなる発泡プラスチック系フォームを用いることもできる。
例えば、その他の発泡プラスチック系フォームとしては、ビーズ法ポリスチレンフォーム,硬質ウレタンフォーム,ポリエチレンフォーム,フェノールフォーム等を使用することができる。
以下に、発泡樹脂板状部材21の他の材料例として、ビーズ法ポリスチレンフォームを用いた場合に、どの程度の耐力を有するかを考察する。
(Modification of Example 1)
By the way, in the example of the paragraph number [0041] described above, as an example of a specific material of the foamed resin plate-like member 21, the case of the extruded polystyrene foam has been described. Foamed plastic foams made of other materials of 5 N / cm 2 or more can also be used.
For example, as other foamed plastic foams, bead method polystyrene foam, rigid urethane foam, polyethylene foam, phenol foam and the like can be used.
Hereinafter, as an example of another material of the foamed resin plate-like member 21, it will be considered how much proof strength it has when using a beaded polystyrene foam.
ビーズ法ポリスチレンフォームを用いた発泡樹脂板状部材21は、その厚さを6.5cm、側面の圧縮強度を5N/cm2とし、短期許容応力度を2/3、低減係数を0.75と仮定すると、その短期許容せん断耐力Paは第(3)式で表すことができる。
Pa=5N/cm2×2/3×0.75=2.49N/cm2 ・・・(3)
発泡樹脂板状部材21が柱の変形に抵抗できる力Pは、第(4)式で表される。
P=269cm×6.5cm×2.49N/cm2
=4353N≒4.35kN ・・・(4)
4.35kN/1.96kN=2.21
これは、約2倍の強さとなる。
The foamed resin plate-like member 21 using the beaded polystyrene foam has a thickness of 6.5 cm, a side compression strength of 5 N / cm 2 , a short-term allowable stress level of 2/3, and a reduction factor of 0.75. Assuming that the short-term allowable shear strength Pa can be expressed by equation (3).
Pa = 5 N / cm 2 × 2/3 × 0.75 = 2.49 N / cm 2 (3)
The force P that the foamed resin plate-like member 21 can resist the deformation of the column is expressed by the following expression (4).
P = 269 cm × 6.5 cm × 2.49 N / cm 2
= 4353N ≒ 4.35kN (4)
4.35 kN / 1.96 kN = 2.21
This is about twice as strong.
従って、ビーズ法ポリスチレンフォームを素材とする発泡樹脂板状部材21であっても、空間部14の詰め物(又はクッション)となっているので、木造建築物が倒壊する程度の水平力を受けたとしても、耐力となり得ることが分かる。 Therefore, even if it is the foamed resin plate-like member 21 made of the bead-method polystyrene foam, it is a padding (or cushion) of the space portion 14, so that it receives a horizontal force to the extent that the wooden building collapses. It can also be seen that it can be proof.
上記第(1)式および第(3)式の短期許容せん断耐力Paの条件を満たす発泡プラスチック系フォームの具体例(市販されている製品)の一例として、その種類と各種類別の圧縮強度を下記表に示す。
As an example of a foamed plastic foam satisfying the short-term allowable shear strength Pa of the above formulas (1) and (3) (commercially available product), the types and compressive strengths for each type are shown below. Shown in the table.
(実施例2)
図5は第1図に示す発明原理を応用した他の実施例の木造建築物の耐力構造を説明するための立面斜視図であり、図6は図5に示す実施例の木造建築物の平面図である。
図5および図6の例では、一対の柱11a,11bの間に、間柱17を入れない場合を示している。
次に、図5および図6を参照して、実施例2の木造建築物の耐力構造を説明する。
(Example 2)
FIG. 5 is an elevational perspective view for explaining the load-bearing structure of a wooden building according to another embodiment to which the principle of the invention shown in FIG. 1 is applied. FIG. 6 is a perspective view of the wooden building according to the embodiment shown in FIG. It is a top view.
In the example of FIG. 5 and FIG. 6, a case where the inter-column 17 is not inserted between the pair of columns 11 a and 11 b is shown.
Next, with reference to FIG. 5 and FIG. 6, the load-bearing structure of the wooden building of Example 2 will be described.
木造建築物10は、1対の柱11(11は柱の総称であり、それぞれの配置位置別の柱を区別する場合は11a,11bで示す)と1対の横架材12(12は横架材の総称であり、それぞれの配置位置別の横架材を区別する場合は12a,12bで示す)からなる矩形又は枠状の構造部材13(13は構造部材の総称であり、それぞれの配置位置別の構造部材を区別する場合は13a,13bで示す)を、建物のけた行方向(建物の平面から見て横方向又は「X方向」)および張り間方向(平面から見て奥行方向又は「Y方向」)に、それぞれ複数組み合わせて構成される。 The wooden building 10 includes a pair of pillars 11 (11 is a general term for pillars, and 11a and 11b are used to distinguish the pillars according to the arrangement positions) and a pair of horizontal members 12 (12 are horizontal This is a generic name for the frame material, and a rectangular or frame-shaped structural member 13 (13 is a general name for the structural member, and is arranged for each of the horizontal members depending on the arrangement position, indicated by 12a and 12b). When distinguishing structural members according to position, the direction of the building is indicated by 13a and 13b (the horizontal direction or “X direction” when viewed from the plane of the building) and the span direction (the depth direction when viewed from the plane) “Y direction”) are combined in combination.
図5,図6では、1つの方向(例えばX方向)における2つの構造部材13a,13bと他の方向(Y方向)における1つの構造部材13nの例を示す。但し、図5では、作図上の簡易化のため、Y方向における構造部材13nを省略している。
より具体的には、1つの構造部材13aは、1対の柱11a,11bと1対の横架材12a,12bによって構成されて、これらの1対の柱11a,11bと1対の横架材12a,12bの4辺によって囲まれる空間部14aを有する。また、構造部材13bは、1対の柱11b,11cと1対の横架材12a,12bによって構成されて、これらの1対の柱11b,11cと1対の横架材12a,12bの4辺によって囲まれる空間部14bを有する。
この場合、隣接する構造部材13aおよび構造部材13bでは、柱13bと横架材12a,12bが共通となる。
また、構造部材13aに直交する方向(Y方向)には、構造部材13nが柱11aに隣接して設けられる。構造部材13nは、1対の柱11a,11nと1対の横架材12n,12mによって構成され、これらの1対の柱11a,11nと1対の横架材12n,12mの4辺によって囲まれる空間部14nを有する。
5 and 6 show examples of two structural members 13a and 13b in one direction (for example, the X direction) and one structural member 13n in the other direction (Y direction). However, in FIG. 5, the structural member 13n in the Y direction is omitted for simplification of drawing.
More specifically, one structural member 13a is composed of a pair of columns 11a and 11b and a pair of horizontal members 12a and 12b, and the pair of columns 11a and 11b and a pair of horizontal members. It has a space portion 14a surrounded by four sides of the materials 12a and 12b. The structural member 13b is composed of a pair of pillars 11b and 11c and a pair of horizontal members 12a and 12b. The pair of pillars 11b and 11c and the pair of horizontal members 12a and 12b are four. It has the space part 14b enclosed by the edge | side.
In this case, in the adjacent structural member 13a and structural member 13b, the column 13b and the horizontal members 12a and 12b are common.
Further, in the direction orthogonal to the structural member 13a (Y direction), the structural member 13n is provided adjacent to the column 11a. The structural member 13n includes a pair of pillars 11a and 11n and a pair of horizontal members 12n and 12m, and is surrounded by the four sides of the pair of pillars 11a and 11n and the pair of horizontal members 12n and 12m. It has a space portion 14n.
横架材12aは、布基礎(又はコンクリート基礎)15の上に水平に載置され、布基礎15に固定されて、土台となる。換言すると、木造建築物10の1階の場合は、横架材12aが土台で、横架材12bが梁であり、1対の横架材12a,12bが土台と梁から構成されことになる。また、木造建築物10の2階(又は2階以上)の場合は、横架材12aが1階の梁で、横架材12bが2階の梁である。すなわち、水平方向に載置又は設置された土台12aと梁12bを総称して横架材12という。 The horizontal member 12a is horizontally placed on a cloth foundation (or concrete foundation) 15, fixed to the cloth foundation 15, and serves as a foundation. In other words, in the case of the first floor of the wooden building 10, the horizontal member 12a is a base, the horizontal member 12b is a beam, and the pair of horizontal members 12a and 12b are formed of a base and a beam. . Further, in the case of the second floor (or two or more floors) of the wooden building 10, the horizontal member 12a is a beam on the first floor, and the horizontal member 12b is a beam on the second floor. That is, the base 12a and the beam 12b placed or installed in the horizontal direction are collectively referred to as a horizontal member 12.
図5,図6の実施例では、構造部材13a,13bが耐力を有する壁(耐力壁)を必要とする構造材の例を示す。
そして、この実施例では、所定の圧縮強度を有する発泡樹脂板状部材21が準備される。
なお、1対の柱11a,11bの間に間柱17を入れることもあるが、間柱17を入れた場合の実施例は前述の図2〜図4に示す通りである。その場合でも発泡樹脂板状部材21の左右側面の耐力となる部分は1対の柱11aと間柱17、間柱17と柱11bで受けるものである。
5 and 6 show an example of a structural material in which the structural members 13a and 13b require a proof wall (bearing wall).
In this embodiment, a foamed resin plate member 21 having a predetermined compressive strength is prepared.
In addition, although the spacer 17 may be put between a pair of pillars 11a and 11b, the Example at the time of putting the spacer 17 is as above-mentioned in FIGS. Even in this case, the left and right side portions of the foamed resin plate-like member 21 are received by the pair of columns 11a and the inter-columns 17, and the inter-columns 17 and the columns 11b.
発泡樹脂板状部材21は、材質的に、幅方向に大きな圧縮強度を有し、幅方向(又は水平方向)から大きな力が加わっても一気に破断又は破損しない弾性力を有する材料、例えば押出法ポリスチレンフォーム等が用いられる。
発泡樹脂板状部材21は、サイズ的に、短辺方向の幅dが1対の柱11a,11bの間隔Wよりもt3(0.5〜3.5mm)だけ短く、長辺方向の長さ(高さ)Hが1対の横架材12a,12bの間隔よりもt4(25〜50mm)だけ短く選ばれる。
発泡樹脂板状部材21の圧縮強度は、短辺方向の側面の圧縮力が5ニュートン/平方センチメートル以上のものに選ばれる。
これによって、発泡樹脂板状部材21を1対の柱11a,11bと1対の横架材12a,12bによって囲まれる構造部材13aに嵌め込むとき、空間部14aの幅よりも若干小さくかつ高さ方向には大きな隙間(上部クリアランス)を確保しているので、発泡樹脂板状部材21の嵌め込み作業が同一寸法の場合よりも容易かつ迅速に行えることに加えて、発泡樹脂板状部材21が座屈を起こすことを回避できる利点がある。
The foamed resin plate-like member 21 is made of a material having a large compressive strength in the width direction and an elastic force that does not break or break at once even when a large force is applied from the width direction (or horizontal direction), such as an extrusion method. Polystyrene foam or the like is used.
The foamed resin plate-like member 21 has a short side width d that is shorter by t3 (0.5 to 3.5 mm) than the distance W between the pair of columns 11a and 11b, and has a length in the long side direction. (Height) H is selected to be shorter by t4 (25 to 50 mm) than the distance between the pair of horizontal members 12a and 12b.
The compressive strength of the foamed resin plate member 21 is selected so that the compressive force on the side surface in the short side direction is 5 Newton / square centimeter or more.
Thus, when the foamed resin plate-like member 21 is fitted into the structural member 13a surrounded by the pair of columns 11a and 11b and the pair of horizontal members 12a and 12b, it is slightly smaller and higher than the width of the space portion 14a. Since a large gap (upper clearance) is secured in the direction, the foamed resin plate-like member 21 is seated in addition to the fact that the work of fitting the foamed resin plate-like member 21 can be performed more easily and quickly than in the case of the same dimensions. There is an advantage of avoiding bending.
(実施例3)
図7はこの発明の他の実施例の木造建築物の耐力構造において、耐力となる発泡樹脂板状部材21と耐力にならない開口部(窓又はドア等)を配置した一例を示す平面図であり、図8は図7の例における木造建築物の外観斜視図である。
図7及び図8の例では、横方向(X方向)と奥行方向(Y方向)にそれぞれ複数の構造部材13があり、X方向の両外側(左右外側)に複数の構造部材13が配置されるとともに、Y方向の両外側(上下外側)に複数の構造部材13が配置され、それ以外の部分には窓16又は入口が形成されるか、耐力を必要としない部材(耐力のない断熱材の一例のグラスウール)が配置される。
この場合においても、発泡樹脂板状部材21は、図2ないし図4を参照して説明したように、水平力が加えられたときの一対の柱11の傾きの1/15rad,1/10rad,1/8radの場合の条件を満たすように、上部クリアランス(t4)と側面クリアランス(t3)が選定される。
そして、構造部材13に対応する空間部14であって耐力を必要とする部分には、発泡樹脂板状部材21が嵌め込まれる。発泡樹脂板状部材21の上部クリアランスの部分には、耐力を有しない断熱材、例えばグラスウール19が充填される。
なお、耐力を必要としない部分には、発泡樹脂板状部材21以外の断熱材(例えばグラスウール;但し、この場合のグラスウールは図5の19とは異なり構造部材13の空間部14の立面形状に相当する大きさとする)を充填するか、窓16又は出入り口等の開口部とされる。
Example 3
FIG. 7 is a plan view showing an example in which a foamed resin plate-like member 21 that is proof and an opening (such as a window or a door) that is not proof is arranged in a proof structure of a wooden building according to another embodiment of the present invention. FIG. 8 is an external perspective view of the wooden building in the example of FIG.
In the example of FIGS. 7 and 8, there are a plurality of structural members 13 in the lateral direction (X direction) and the depth direction (Y direction), respectively, and the plurality of structural members 13 are arranged on both outer sides (left and right outer sides) in the X direction. In addition, a plurality of structural members 13 are arranged on both outer sides (upper and lower outer sides) in the Y direction, and a window 16 or an inlet is formed in the other part, or a member that does not require strength (insulation material without strength) Of glass wool) is arranged.
Also in this case, the foamed resin plate-like member 21 is, as described with reference to FIGS. 2 to 4, 1/15 rad, 1/10 rad of the inclination of the pair of columns 11 when a horizontal force is applied. The upper clearance (t4) and the side clearance (t3) are selected so as to satisfy the condition of 1/8 rad.
And the foamed resin plate-shaped member 21 is engage | inserted by the part which is the space part 14 corresponding to the structural member 13, and requires proof stress. The upper clearance portion of the foamed resin plate-like member 21 is filled with a heat insulating material having no proof stress, such as glass wool 19.
It should be noted that the portion that does not require proof stress includes a heat insulating material other than the foamed resin plate member 21 (for example, glass wool; however, glass wool in this case is different from 19 in FIG. Or a window 16 or an opening such as a doorway.
(実施例4)
図9はこの発明の他の実施例の木造建築物の耐力構造を説明するための図であり、発泡樹脂板状部材21と筋かいを併用した場合を示す。
この実施例では、図9(a)の平面図及び図9(b)の立面図に示すように、1対の柱11a,11bが筋かい18によって緊結され、筋かい18を除く空間部14aに発泡樹脂板状部材21が嵌め込まれる。例えば、1対の柱11a,11bが10.5cm角の角材を用いた場合、厚みが3cmの筋かいであれば、発泡樹脂板状部材21(6.5cm以下)と併用しても、柱11a,11bの厚みの範囲であり、発泡樹脂板状部材21が柱11a,11bの面より突出することもない。
そして、発泡樹脂板状部材21と筋かい18を併用すれば、圧縮強度は両材料を合成したのと同程度に増大できる利点がある。
しかも、発泡樹脂板状部材21が第(1)式又は第(3)式のような圧縮強度を有するので、大きな地震による水平力を受けたとしても、その水平力が発泡樹脂板状部材21と筋かい18によって分散して受け止められる。すなわち、水平力の一部が弾力性のある発泡樹脂板状部材21によって吸収しつつ分散され、水平力の全てが筋かい18に加わることを防止しているので、筋かい18の破壊を大幅に遅らせるか、防止することもできる。
この実施例によれば、既存の耐力材(例えば筋かい18)が1/15radまでの範囲で耐力を発揮し、発泡樹脂板状部材21が1/15rad〜1/8radの範囲で耐力を発揮することにより、広範囲で耐力を発揮できる利点がある。
すなわち、既存の耐力材と発泡樹脂板状部材21を併用しているので、既存の耐力材が耐力を発揮できない範囲又は耐力を減少して木造建築物の倒壊に近づきつつある範囲(1/15rad〜1/8radまでの範囲)を発泡樹脂板状部材の側面の圧縮力で補うことにより、これは、既存の耐力材である筋かい18単独よりも広範囲で耐力を有し、木造建築物の倒壊を大幅に遅らせることができる。これは、既存の耐力材である筋かい18入りの木造建築物に、従来の充填断熱を組み合わせた場合に比べて、発泡樹脂板状部材が座屈による耐力の減少を招くことなく、1/15rad〜1/8radまでの範囲で広範囲に耐力を発揮でき、従来の充填断熱にない効果を発揮することができる。
(Example 4)
FIG. 9 is a view for explaining the load-bearing structure of a wooden building according to another embodiment of the present invention, and shows a case where the foamed resin plate member 21 and the brace are used together.
In this embodiment, as shown in the plan view of FIG. 9A and the elevation view of FIG. 9B, a pair of columns 11 a and 11 b are fastened by a brace 18, and a space portion excluding the brace 18 The foamed resin plate member 21 is fitted into 14a. For example, when a pair of pillars 11a and 11b are 10.5 cm square bars, and the thickness is 3 cm, the pillars can be used together with the foamed resin plate member 21 (6.5 cm or less). 11a and 11b, and the foamed resin plate member 21 does not protrude from the surfaces of the columns 11a and 11b.
If the foamed resin plate-like member 21 and the brace 18 are used in combination, there is an advantage that the compressive strength can be increased to the same extent as when both materials are synthesized.
In addition, since the foamed resin plate-like member 21 has a compressive strength as in the formula (1) or (3), even if it receives a horizontal force due to a large earthquake, the horizontal force is the foamed resin plate-like member 21. And distributed by the brace 18. That is, a part of the horizontal force is dispersed while being absorbed by the elastic foamed resin plate-like member 21, and the entire horizontal force is prevented from being applied to the brace 18. Can be delayed or prevented.
According to this embodiment, the existing load-bearing material (for example, the brace 18) exhibits the yield strength in the range of 1/15 rad, and the foamed resin plate member 21 exhibits the yield strength in the range of 1/15 rad to 1/8 rad. By doing so, there is an advantage that the proof stress can be exhibited in a wide range.
That is, since the existing load-bearing material and the foamed resin plate member 21 are used in combination, the existing load-bearing material cannot exhibit its proof strength, or the range in which the proof strength is reduced to approach the collapse of a wooden building (1/15 rad This is a range of up to 1/8 rad) with the compressive force of the side surface of the foamed resin plate member. Collapse can be greatly delayed. This is because the foamed resin plate-like member does not cause a decrease in the yield strength due to buckling, compared with the case where a conventional building heat insulation is combined with a conventional wooden structure including a brace 18 that is a strength material. Yield strength can be exhibited in a wide range from 15 rad to 1/8 rad, and an effect not found in conventional filled heat insulation can be exhibited.
(実施例5)
図10は、この発明のその他の実施例の木造建築物の耐力構造の立面図であり、特に発泡樹脂板状部材の上辺を山形にした例を示す。
この実施例が図1の原理図と異なる点は、発泡樹脂板状部材22の上辺を山形にしたことである。具体的には、この実施例の発泡樹脂板状部材22は、その上辺が幅方向の中央部から両側面に向かって下向きの傾斜部を有する山形に形成される。すなわち、上辺に左傾斜部22aと右傾斜部22bを形成して、第2の左右両端部で最大値となるような上部クリアランス(t4)を確保したものである。幅方向中央部の山形の頂点は、上部クリアランスの値が最も小さな値となるが、少なくとも長さt1だけ確保すれば足りる。
このように、発泡樹脂板状部材22の上辺を山形にすれば、グラスウール19を充填する部分の面積が図1の例よりも少なくなり、図1〜図4の発泡樹脂板状部材21よりも断熱欠損部分を少なくできる利点がある。これは、発泡樹脂板状部材21の断熱性能がグラスウール19よりも高い場合、建物全体の断熱性能を一層高めることができる。
(Example 5)
FIG. 10 is an elevational view of a load-bearing structure of a wooden building according to another embodiment of the present invention, and particularly shows an example in which the upper side of the foamed resin plate-like member has a mountain shape.
This embodiment is different from the principle diagram of FIG. 1 in that the upper side of the foamed resin plate-like member 22 has a mountain shape. Specifically, the foamed resin plate-like member 22 of this embodiment is formed in a mountain shape whose upper side has a downward inclined portion from the center portion in the width direction toward both side surfaces. That is, the left inclined portion 22a and the right inclined portion 22b are formed on the upper side, and the upper clearance (t4) is secured so as to be the maximum value at the second left and right end portions. The apex of the mountain at the center in the width direction has the smallest value of the upper clearance, but it is sufficient to secure at least the length t1.
Thus, if the upper side of the foamed resin plate-like member 22 is formed in a mountain shape, the area of the portion filled with the glass wool 19 is smaller than that of the example of FIG. 1 and is smaller than the foamed resin plate-like member 21 of FIGS. There is an advantage that the heat insulation defect portion can be reduced. This can further enhance the heat insulation performance of the entire building when the heat insulation performance of the foamed resin plate-like member 21 is higher than that of the glass wool 19.
(実施例6)
図11はこの発明のさらにその他の実施例の木造建築物の耐力構造の立面図であり、特に発泡樹脂板状部材の上辺を台形状にした例を示す。
この実施例が図1の原理図と異なる点は、発泡樹脂板状部材23の上辺を台形にしたことである。具体的には、この実施例の発泡樹脂板状部材23は、その上辺が幅方向の中央部分23aで横架材12bと平行となり、平行な上辺の中央部分23aの両端部から両側面に向かって下向きの傾斜部23b,23cを有するような台形状に形成される。中央部の平行部分の頂点は、上部クリアランスとして少なくとも長さt1だけ確保すれば足りる。
このように、発泡樹脂板状部材23の上辺を台形にすれば、グラスウール19を充填する部分の面積が図1の例よりも少なくて済み、断熱欠損部分を少なくできる利点がある。
(Example 6)
FIG. 11 is an elevation view of a load-bearing structure of a wooden building according to still another embodiment of the present invention, and particularly shows an example in which the upper side of the foamed resin plate member is trapezoidal.
This embodiment differs from the principle diagram of FIG. 1 in that the upper side of the foamed resin plate member 23 is trapezoidal. Specifically, the foamed resin plate-like member 23 of this embodiment has an upper side parallel to the horizontal member 12b at the central portion 23a in the width direction, and extends from both ends of the parallel central portion 23a toward both sides. And is formed in a trapezoidal shape having downwardly inclined portions 23b and 23c. It is sufficient to secure at least the length t1 as the upper clearance at the apex of the parallel portion at the center.
Thus, if the upper side of the foamed resin plate member 23 is trapezoidal, the area of the portion filled with the glass wool 19 can be smaller than in the example of FIG.
この発明は、木造建築物の耐力構造として木造建築物に利用でき、産業上の利用可能性が高い。 The present invention can be used for a wooden building as a load-bearing structure for a wooden building, and has high industrial applicability.
10:木造建築物の耐力構造
11,11a,11b:柱
12,12a,12b:横架材
13:構造部材
14:空間部
15:布基礎
16:窓
17;間柱
18;筋かい
19;グラスウール
21,22,23:発泡樹脂板状部材
21a;切欠部
10: Load-bearing structure of wooden building 11, 11a, 11b: Pillar 12, 12a, 12b: Horizontal member 13: Structural member 14: Space part 15: Fabric foundation 16: Window 17; Space pillar 18; Brace 19; Glass wool 21 , 22, 23: Foamed resin plate member 21a;
本発明は木造建築物の耐力構造に関し、特に例えば壁耐力構造と断熱性能を兼ね備えた木造建築物の耐力構造に関するものである。 The present invention relates to a load-bearing structure of a wooden building, and more particularly to a load-bearing structure of a wooden building that has both a wall load-bearing structure and heat insulation performance, for example.
図12は従来の木造建築物の一部の立面図であり、平常時の場合(左図)と、地震による水平力が加わって変形した場合(右図)を示す。
木造建築物は、一対の柱1a,1bと一対の横架材2a,2bからなる矩形の構造部材3を、建物のけた行方向(建物の平面から見て横方向)および張り間方向(建物の平面から見て奥行方向又は縦方向)に、それぞれの方向に複数組み合わせて構造材としている。
そして、木造建築物は、柱1a,1bと横架材2a,2bからなる矩形の構造部材3の空間部4に必要十分な壁又は筋かい等の耐力壁がないと、平常時では水平力(又は水平荷重)が加わらないので問題ないが、地震や台風の発生により一定値以上の水平力が加わると、建物が倒壊してしまう危険性がある。
FIG. 12 is an elevation view of a part of a conventional wooden building, showing a case of normal (left) and a case of deformation due to horizontal force due to an earthquake (right).
A wooden building has a rectangular structural member 3 composed of a pair of pillars 1a, 1b and a pair of horizontal members 2a, 2b, arranged in the row direction of the building (lateral direction as seen from the plane of the building) and the tension direction (building In the depth direction or the vertical direction when viewed from the plane, the structure material is combined in each direction.
And if a wooden building does not have a necessary or sufficient load-bearing wall such as a wall or a brace in the space 4 of the rectangular structural member 3 composed of the pillars 1a and 1b and the horizontal members 2a and 2b, the horizontal force is normal. There is no problem because (or horizontal load) is not applied, but there is a risk that the building will collapse if a horizontal force exceeding a certain value is applied due to the occurrence of an earthquake or typhoon.
地震や台風などの大きな力(水平力)を受けたときに建物の倒壊を防止するために、木造建築物では耐力壁とした耐力構造が必要である。
わが国の木造建築物の耐震設計は、関東大地震を契機にして、震度5程度の中規模の地震に対しては建物が損傷しないものとし、震度6〜7の稀に起こる大地震の場合においても、ある程度の損傷があっても倒壊又は崩壊せず、人命を守るという考え方に基づく。
また、台風や積雪においても、この考え方に基づいて材料や壁量が定められている。
従来の木造建築物の耐力構造は、剛性だけで評価するものであったが、1995年の阪神大地震を契機として、粘りである靭性も考慮されるようになった。
In order to prevent the building from collapsing when receiving a large force (horizontal force) such as an earthquake or a typhoon, a wooden building requires a load-bearing structure as a load-bearing wall.
The seismic design of wooden buildings in Japan is based on the Great Kanto Earthquake, which assumes that buildings will not be damaged by medium-scale earthquakes with a seismic intensity of 5 or so. However, it is based on the idea that even if there is some damage, it will not collapse or collapse and protect human life.
Also, in the case of typhoons and snow cover, materials and wall amounts are determined based on this concept.
The conventional load-bearing structure of wooden buildings was evaluated only by rigidity, but with the 1995 Great Hanshin Earthquake, tenacity toughness has been considered.
建築基準法では、構造耐力上主要な部分である壁、柱及び横架材を木造とした建築物においては、全ての方向の水平力(又は水平荷重)に対して安全であるように、各階の張り間方向およびけた行方向に、それぞれ壁を設け又は筋かい等を入れた軸組を釣り合い良く配置しなければならないと定めている。 According to the Building Standard Law, in a building where the walls, pillars, and horizontal members, which are the main parts in terms of structural strength, are wooden, each floor is designed to be safe against horizontal forces (or horizontal loads) in all directions. the tight between the direction and the digit row direction, and a framing containing the like have a provided or muscle wall respectively stipulates that must balance well placed.
従来、木造建築物の壁耐力構造としては、筋かい,合板,土壁および貫(ぬき)等が知れている。合板や土壁は面で耐力を有するものである。
これらの耐力構造は、柱と梁又は土台(以下、梁・土台を総称して「横架材」という)に対して次の何れかの構造が採用される。すなわち、筋かいは両端を釘付け等で固定(又は緊結)され、合板は1対の柱と1対の横架材の四辺に所定間隔で釘付け等により固定され、貫は1対の柱に固定される。
Conventionally, struts, plywood, earth walls, penetrations, and the like are known as wall strength structures of wooden buildings. Plywood and earth walls are proof in terms of surface.
As these load-bearing structures, any of the following structures is adopted for columns and beams or foundations (hereinafter, beams and foundations are collectively referred to as “horizontal members”). In other words, the brace is fixed (or tightened) at both ends by nailing, etc., the plywood is fixed at four intervals by a pair of columns and a pair of horizontal members at predetermined intervals, and the through holes are fixed to the pair of columns. Ru is.
これらの既存の耐力構造は、地震等による一定荷重を超えると、破断して耐力を無くし、木造建築物が崩れることになる。具体的には、一対の横架材の間隔をHとし、水平力を受けたときの一対の柱の傾きによる水平変位をδとすれば、一対の柱の傾きによる角度を表す層間変形角はδ/H(単位;ラジアン、略記号「rad」)で表される。この層間変形角(δ/H)が1/15radを著しく超える(例えば1/8radを超える)と、上部の荷重等も加わるため、木造建築物が倒壊し始めることになる。
そこで、木造建築物が変形後も倒壊することなく、粘りのある耐力を有することが求められる。換言すると、粘り強い耐力構造を有する木造建築物は、建物が一気に倒壊を起こし難いものであって、災害時における居住者の生存率を高めることに貢献できる。そのため、木造建築物は、粘り強い耐力構造であることが求められる。
If these existing load-bearing structures exceed a certain load due to an earthquake or the like, they will break and lose their load-bearing capacity, and the wooden building will collapse. Specifically, the distance between the pair of horizontal members and H, if the horizontal displacements due to the pair of column tilt when subjected to horizontal forces and [delta], an interlayer deformation that represents the angle by the inclination of the pair of column The angle is represented by δ / H (unit: radians, abbreviation “rad”). When this interlayer deformation angle (δ / H) significantly exceeds 1/15 rad (for example, exceeds 1/8 rad), an upper load or the like is also applied, so that the wooden building starts to collapse.
Therefore, the wooden building is required to have a tenacious strength without collapsing after deformation. In other words, a wooden building having a tenacious load-bearing structure is unlikely to cause the building to collapse at a stretch, and can contribute to increasing the survival rate of residents in the event of a disaster. Therefore, the wooden building is required to have a tenacious load-bearing structure.
一方、木造建築物では、省エネルギーのため、全ての外壁面に断熱材が施されている。断熱材としては、発泡樹脂製断熱材(具体的には押出法ポリスチレン保温材;一般に「XPS」と略称される)や、グラスファイバー保温材(グラスウール)等が用いられる。
従来、押出法ポリスチレンフォーム保温材(XPS)は、保温材又は断熱材としてのみ用いられ、木造建築物の構造材として用いられることが殆んど無かった。
On the other hand, in the wooden building, in order to save energy, all outer wall surfaces are provided with heat insulating materials. As the heat insulating material, a foamed resin heat insulating material (specifically, an extruded polystyrene heat insulating material; generally abbreviated as “XPS”), a glass fiber heat insulating material (glass wool), or the like is used.
Conventionally, an extruded polystyrene foam heat insulating material (XPS) is used only as a heat insulating material or a heat insulating material, and is hardly used as a structural material of a wooden building.
押出法ポリスチレンフォーム保温材を構造材として用いた従来技術として、特許文献1がある。
特許文献1は、筋かいの代わりに、帯部4と固定金物5と長さ調整手段6とからなる補強構造1を2つの構造材(柱及び梁)8,9に固定するとともに、補強部材3を取付けた木造建築物の補強構造を開示している。補強部材3は、柱及び梁等の構造材8,9の角に固定的に取り付けられるもので、小さな三角形の合成樹脂発泡体14を含む。この合成樹脂発泡体14の素材として、押出法ポリスチレンフォーム保温材を用いている。
すなわち、特許文献1は、主たる耐力構造材として補強構造1を設けるとともに、圧縮力の減衰のために従たる構造材として補強部材3を設けた技術である。
There exists patent document 1 as a prior art which used the extrusion method polystyrene foam heat insulating material as a structural material.
In Patent Document 1, instead of a brace, a reinforcing structure 1 composed of a band portion 4, a fixed hardware 5 and a length adjusting means 6 is fixed to two structural members (columns and beams) 8 and 9, and a reinforcing member The reinforcement structure of the wooden building which attached 3 is disclosed. The reinforcing member 3 is fixedly attached to the corners of the structural members 8 and 9 such as columns and beams, and includes a small triangular synthetic resin foam 14. As a material for the synthetic resin foam 14, an extruded polystyrene foam heat insulating material is used.
That is, Patent Document 1 is a technique in which a reinforcing structure 1 is provided as a main load-bearing structural material, and a reinforcing member 3 is provided as a structural material to be followed for attenuation of compressive force.
従来の耐震構造である筋かい,合板または土壁は、何れも大地震のような一定強度を超える水平力(または水平荷重)を受けると破断もしくは耐力をなくし、建物を倒壊させる問題があった。
例えば、合板を用いた耐力壁構造は、柱に対して合板を所定間隔で釘打ちしたものであり、釘によって止められているだけなので、釘耐力が壁耐力となる。そのため、大地震のような一定強度を超える水平力を受けると、4隅付近の釘が抜けて破損し、その周辺部分の釘抜けが徐々に拡大し、やがて合板の耐力が大きく低下してしまう。
また、筋かいも、大地震のような一定強度を超える水平力を受けた場合に、柱と梁の留め金具にネジ止めしている部分のネジが柱や梁から抜けて、筋かいの耐力が大きく低下してしまう。
合板や筋かいの耐力が大きく低下すると、木造建築物が一気に倒壊し、居住者の生命に重大な危害を及ぼすこともある。
そのため、木造建築物は粘り強い耐力構造であることが求められる。
Any of the conventional seismic structures such as braces, plywood, or earth walls have a problem of breaking or losing their strength when they are subjected to a horizontal force (or horizontal load) exceeding a certain level, such as a large earthquake, causing the building to collapse. .
For example, a load bearing wall structure using plywood is a structure in which plywood is nailed at a predetermined interval with respect to a column, and is simply stopped by a nail, so that the nail strength becomes the wall strength. Therefore, when a horizontal force exceeding a certain strength such as a large earthquake is applied, the nails near the four corners are pulled out and damaged, and the nail removal at the peripheral portions gradually expands, and the proof strength of the plywood is eventually greatly reduced. .
In addition, when a horizontal force exceeding a certain strength, such as a large earthquake, is applied to the brace, the screws of the part that is screwed to the column and beam brackets come off the column and beam, and the strength of the brace Will drop significantly.
If the strength of plywood and braces is greatly reduced, wooden buildings can collapse at once, causing serious harm to the lives of residents.
Therefore, a wooden building is required to have a tenacious load-bearing structure.
特許文献1は、補強構造1と補強部材3を取付けているので、取付け作業に多大な時間と労力を要し、高価となる。また、補強部材3が圧縮力を減衰するとしても、大地震の際には、留め金具が貫通している合成樹脂発泡体14の孔を広げるように破壊するか、留め金具を取り付けているネジ・ボルトが構造材から抜けるので、合成樹脂発泡体14の主たる使用目的としている圧縮力を発揮できない場合もある。 In Patent Document 1, since the reinforcing structure 1 and the reinforcing member 3 are attached, a great amount of time and labor are required for the attaching operation, and the cost becomes high. Further, even if the reinforcing member 3 attenuates the compressive force, in the event of a large earthquake, the reinforcing member 3 is broken so as to widen the hole of the synthetic resin foam 14 through which the fastener penetrates, or the screw to which the fastener is attached. -Since a bolt comes off from a structural material, the compression force made into the main use purpose of the synthetic resin foam 14 may not be exhibited.
建築基準法に基づく木造耐力壁の性能評価試験では、一対の柱と一対の横架材で囲まれる開口部(例えば、高さ2730mm×幅910mm又は1820mm)に、上側の横架材(梁)の水平方向から水平力を加えて、筋かいや合板等の構造材が構造材としての機能を発揮できなくなるか、試験体の層間変形角が1/15rad以上に達するまで加力して、建築基準法の安全率を満たす耐力のあることを試験している。 In the performance evaluation test of a wooden bearing wall based on the Building Standards Act, an upper horizontal member (beam) is placed in an opening (for example, height 2730 mm × width 910 mm or 1820 mm) surrounded by a pair of columns and a pair of horizontal members. Applying a horizontal force from the horizontal direction of the above, or until the structural material such as braces and plywood can not function as a structural material, or until the interlayer deformation angle of the test body reaches 1/15 rad or more, It is tested that there is a strength that satisfies the safety factor of the Building standards Law.
(背景技術)
本願発明者は、XPS等の発泡樹脂板状部材が幅方向(すなわち平面)に平行な方向に対して大きな耐力を有することに着目し、発泡樹脂板状部材を耐力構造材として用いることを着想し、発泡樹脂板状部材を構造材として実用化するための研究を重ね、種々の実験をしたところ、次のような問題点が分かった。
図13はこの発明の背景技術を説明するための立面図であり、特に木造建築物の構造部材で囲まれる空間部に発泡樹脂板状部材を嵌め込んだ状態を示す。なお、図13に示す木造建築物は、発泡樹脂板状部材5を断熱材として用いた内断熱(充填断熱)の構造でもある。
図12において、一対の柱1a,1bと一対の横架材2a,2bからなる構造材3は、空間部4を有する。この空間部4には、断熱材としても用いられる材質と同じ発泡樹脂板状部材5が嵌め込まれる。空間部4に嵌め込まれる発泡樹脂板状部材5は、当該空間部4の平面形状(又は立面形状)と略同等か若干(例えば数mm)小さな平面形状を有するものであって、断熱材としても用いられる材質と同じ材質であり、最適な圧縮強度に選定される。
ここで、発泡樹脂板状部材5を断熱材としてのみ用いる場合は、断熱性能をできる限り高めるため、発泡樹脂板状部材5の平面形状を空間部4の平面形状と全く同一寸法とするのが好ましい。しかし、実際には、同一寸法だと、嵌め込み作業が容易でないので、嵌め込み作業を効率よく行うことができず、若干(例えば数mm)小さな平面形状に選ばれることもある。発泡樹脂板状部材5の平面形状を空間部4の平面形状より若干小さくすれば、高さ方向と幅方向のそれぞれに僅かの隙間が生じる。この隙間は、高い断熱性能を確保する上ではない方が好ましいが、発泡樹脂板状部材5の嵌め込み作業を容易にするために施工上やむを得ず設けることになる。
(Background technology)
The inventor of the present application pays attention to the fact that a foamed resin plate-like member such as XPS has a large proof stress with respect to a direction parallel to the width direction (that is, a plane), and uses the foamed resin plate-like member as a load-bearing structural material. Then, after carrying out research for putting the foamed resin plate-shaped member into practical use as a structural material and conducting various experiments, the following problems were found.
FIG. 13 is an elevational view for explaining the background art of the present invention, and particularly shows a state in which a foamed resin plate-like member is fitted in a space portion surrounded by a structural member of a wooden building. In addition, the wooden building shown in FIG. 13 is also an internal heat insulation (filling heat insulation) structure using the foamed resin plate-like member 5 as a heat insulating material.
In Fig 12, the pair of column 1a, 1b and a pair of horizontal members 2a, structural material 3 consisting 2b has a space 4. In this space portion 4, the same foamed resin plate-like member 5 as that used as a heat insulating material is fitted. The foamed resin plate-like member 5 fitted in the space 4 has a planar shape that is substantially the same as or slightly smaller (for example, several mm) than the planar shape (or the elevational shape) of the space portion 4. Is the same material as used, and is selected for optimal compressive strength.
Here, in the case where the foamed resin plate-like member 5 is used only as a heat insulating material, the planar shape of the foamed resin plate-like member 5 is exactly the same as the planar shape of the space portion 4 in order to enhance the heat insulation performance as much as possible. preferable. However, in practice, if the dimensions are the same, the fitting operation is not easy, so the fitting operation cannot be performed efficiently, and a slightly smaller (for example, several mm) planar shape may be selected. If the planar shape of the foamed resin plate-like member 5 is made slightly smaller than the planar shape of the space portion 4, a slight gap is generated in each of the height direction and the width direction. Although it is preferable not to ensure high heat insulation performance, this gap is unavoidably provided in construction in order to facilitate the fitting operation of the foamed resin plate member 5.
この状態において、図13の右図に示すように、上側の横架材2bに右向きの水平力を徐々に加えると、一対の柱1a,1bが徐々に傾き、空間部4が変形する。一対の柱1a,1bの傾きに伴って、上側の横架材(梁)2bが徐々に下り、空間部4が菱形に変形する。
このとき、一対の柱1a,1bが長さδだけ水平変位するので、上側の横架材2bは水平力を加える前の状態に比べて長さt1だけ下へ移動し、発泡樹脂板状部材5の上辺の一方側(左から右に水平力を加えたときは図示の左上角)が長さt2だけ見かけ上押し上げられた(実質的には圧縮された)状態となる。同時に、発泡樹脂板状部材5の下辺の他方側(左から右に水平力を加えたときは、図示の右下角)は、長さt2だけ見かけ上押し下げられた(実質的には圧縮された)状態となる。そのため、高さ方向の上下から強い力が発泡樹脂板状部材5に加わるが、その高さHが幅Wに比べて何倍も大きいので、発泡樹脂板状部材5を湾曲させる強い力が上下方向(または発泡樹脂板状部材5の対角線の方向)に加わる。
なお、左向きの水平力を加えた場合は、発泡樹脂板状部材5の角に加わる力が上辺と下辺で左右逆となる。
また、一対の柱1a,1bの間の幅は、水平力を加えたとき、水平力を加えない状態に比べて、狭まってw1(狭まる長さをxとすれば、w1=W−x)になることも分かった。
すなわち、強い水平力が加えられたとき、発泡樹脂板状部材5は、両側面が一対の柱1a,1bの内側に接した状態で斜めに傾く(回動する)ため、水平力の加わる上辺の一方側(図示の左上角)の斜線部分が横架材2bによって強い力で押し下げられる(圧縮される)とともに、下辺の他方側(図示の右下角)が横架材2aによって強い力で押し上げられる。その結果として、発泡樹脂板状部材5は、上下に強い圧縮力を受けて、高さ方向の中央部分で座屈を起こし湾曲してしまう。座屈が生じると、発泡樹脂板状部材5は、一対の柱1a,1bに接している両側面が柱1a,1bに対して十分な接触面積を確保できず、必要とする耐力を発揮する前に空間部4から外れてしまう。
このような現象のため、発泡樹脂板状部材を木造建築物の構造材として用いる場合は座屈による耐力の減少を防止する必要性が判明した。発泡樹脂板状部材の座屈による耐力の減少(換言すれば、発泡樹脂板状部材の離脱)を防止又は回避できれば、発泡樹脂板状部材が耐力構造材として十分に使用できることが分かった。
In this state, as shown in the right diagram of FIG. 13, when a rightward horizontal force is gradually applied to the upper horizontal member 2b, the pair of pillars 1a and 1b are gradually inclined and the space portion 4 is deformed. As the pair of pillars 1a and 1b are inclined, the upper horizontal member (beam) 2b gradually descends, and the space 4 is deformed into a rhombus.
At this time, since the pair of pillars 1a and 1b are horizontally displaced by the length δ, the upper horizontal member 2b moves downward by the length t1 as compared with the state before the horizontal force is applied, and the foamed resin plate member One side of the upper side of 5 (the upper left corner in the figure when a horizontal force is applied from the left to the right) is apparently pushed up (substantially compressed) by the length t2. At the same time, the other side of the lower side of the foamed resin plate-like member 5 (the lower right corner in the figure when a horizontal force is applied from the left to the right) is apparently pushed down by the length t2 (substantially compressed). ) State. Therefore, a strong force is applied to the foamed resin plate member 5 from the top and bottom in the height direction. However, since the height H is many times larger than the width W, the strong force for bending the foam resin plate member 5 is It is added to the direction (or the diagonal direction of the foamed resin plate-like member 5).
In addition, when a leftward horizontal force is applied, the force applied to the corners of the foamed resin plate member 5 is reversed left and right on the upper side and the lower side.
In addition, the width between the pair of pillars 1a and 1b is narrower when a horizontal force is applied than when no horizontal force is applied (w1 = W−x, where x is the length of the narrowing). I also found out that
That is, when a strong horizontal force is applied, the foamed resin plate-like member 5 tilts (rotates) obliquely with both side surfaces in contact with the inside of the pair of pillars 1a and 1b. The hatched portion on one side (upper left corner in the figure) is pushed down (compressed) with a strong force by the horizontal member 2b, and the other side (lower right corner in the figure) on the lower side is pushed up with a strong force by the horizontal member 2a. It is done. As a result, the foamed resin plate-like member 5 receives a strong compressive force in the vertical direction, buckles at the center portion in the height direction, and curves. When the buckling occurs, the foamed resin plate-like member 5 exhibits sufficient proof stress because the both side surfaces in contact with the pair of columns 1a and 1b cannot secure a sufficient contact area with the columns 1a and 1b. It will come off from the space part 4 before.
Due to such a phenomenon, it has been found that when a foamed resin plate member is used as a structural material of a wooden building, it is necessary to prevent a decrease in yield strength due to buckling. (In other words, separation of the foamed resin sheet-like member) decrease small yield strength due to buckling of the foamed resin plate-like member if prevented or avoided, foamed resin plate-like member has been found to be much used as a load-bearing structural material.
それゆえに、この発明の主たる目的は、大地震のような強い水平荷重を受けても一気に破損することなく、粘り強い耐力構造を有し、座屈による耐力の減少を回避し得る、木造建築物の耐力構造を提供することである。 Therefore, the main object of the present invention is to provide a wooden structure that has a tenacious load-bearing structure and is capable of avoiding a decrease in yield strength due to buckling without being damaged at a stretch even under a strong horizontal load such as a large earthquake. It is to provide a load bearing structure.
この発明の他の目的は、水平力が所定範囲内の間は既存の耐力材によって、既存耐力材ではカバーできないさらに大きな水平力が加わったときには発泡樹脂板状部材の耐力によって、木造建築物が一気に倒壊することを回避し得る、木造建築物の耐力構造を提供することである。 Another object of the present invention is that a wooden building is formed by an existing load-bearing material while the horizontal force is within a predetermined range, and by a load strength of the foamed resin plate member when a larger horizontal force that cannot be covered by the existing load-bearing material is applied. It is to provide a load-bearing structure for a wooden building that can avoid collapse at a stretch.
第1の発明は、一対の柱と一対の横架材によって囲まれた空間部を有する構造部材を組み合わせて構成される木造建築物において、複数の発泡樹脂板状部材を備える。
複数の発泡樹脂板状部材は、各構造部材に固定されることなく、当該構造部材に対応する空間部にそれぞれ嵌め込まれる。
この発泡樹脂板状部材は、幅方向の側面による圧縮力が5ニュートン/平方センチメートル以上の発泡プラスチック系フォームであって、その立面形状の幅が空間部の幅よりも第1の長さである0.5mm〜3.5mmだけ小さく選ばれることにより、空間部に嵌め込まれて水平力を加えられない状態のときに、当該第1の長さの部分が側面クリアランスとなる。
また、発泡樹脂板状部材は、水平力を加えられたときに、既存の耐力壁では対応しない1/15ラジアンから木造建築物が倒壊し始めるとされる1/8ラジアンの範囲において耐力を発揮し、それによって、一対の柱が傾いてその幅が狭まった際に、その両側面が構造部材に含まれる一対の柱に密接することによって、その両側面で圧縮力を受けて、耐力壁として作用する。
また、発泡樹脂板状部材は、1/15ラジアンから1/8ラジアンの範囲において耐力を発揮する際に、その上辺と下辺が一対の横架材によって圧縮されて生じる座屈を回避するために、その立面形状の高さが空間部の高さよりも第2の長さである25mm〜50mmだけ小さくなるような切欠部を形成することにより、当該切欠部が水平力を加えられない状態において上部クリアランスとなる。
1st invention is a wooden building comprised combining the structural member which has the space part enclosed by a pair of pillar and a pair of horizontal member, Comprising: A several foamed resin plate-shaped member is provided.
The plurality of foamed resin plate-like members are respectively fitted into the space portions corresponding to the structural members without being fixed to the respective structural members.
This foamed resin plate-like member is a foamed plastic foam having a compressive force of 5 Newton / square centimeter or more on the side surface in the width direction, and the width of the elevational shape is a first length than the width of the space portion. By being selected to be smaller by 0.5 mm to 3.5 mm, the portion having the first length becomes the side clearance when it is fitted into the space and a horizontal force cannot be applied.
In addition, when a horizontal force is applied, the foamed resin plate-like member exhibits strength in a range of 1/8 radians where a wooden building starts to collapse from 1/15 radians, which is not supported by existing bearing walls. As a result, when the pair of columns is inclined and the width thereof is narrowed, the both side surfaces are in close contact with the pair of columns included in the structural member. Works.
In addition, when the foamed resin plate-like member exhibits proof strength in the range of 1/15 radians to 1/8 radians, in order to avoid buckling caused by the upper and lower sides being compressed by a pair of horizontal members. In the state where the notch is not applied with a horizontal force by forming the notch so that the height of the elevation shape is smaller than the height of the space by a second length of 25 mm to 50 mm. It becomes the upper clearance.
第1の発明によれば、大地震のような強い水平荷重を受けても、発泡樹脂板状部材が空間部の詰め物(又はクッション)となっているので、木造建築物が一気に倒壊又は破損することなく、粘り強い耐力構造を有し、座屈による耐力の減少を回避できる、木造建築物の耐力構造が得られる。 According to 1st invention, even if it receives the strong horizontal load like a big earthquake, since a foamed resin plate-shaped member is a padding (or cushion) of a space part, a wooden building collapses or breaks at a stretch. Therefore, a load-bearing structure for a wooden building that has a tenacity-bearing structure and can avoid a decrease in the yield strength due to buckling can be obtained.
第2の発明は、一対の柱と一対の横架材によって囲まれた空間部を有する構造部材を組み合わせて構成される木造建築物において、複数の発泡樹脂板状部材を備える。
複数の発泡樹脂板状部材は、各構造部材に固定されることなく、当該構造部材に対応する空間部にそれぞれ嵌め込まれる。
この発泡樹脂板状部材は、幅方向の側面による圧縮力が5ニュートン/平方センチメートル以上の発泡プラスチック系フォームであって、その立面形状の幅が空間部の幅よりも側面クリアランスだけ小さく選ばれ、かつその立面形状の高さが空間部の高さよりも上部クリアランスだけ小さく選ばれることによって、空間部に嵌め込まれたときに一対の柱に対して幅方向に側面クリアランスを有するとともに、一対の柱が水平力を受けて傾いたときに、その上辺および下辺が横架材に接触しないようにするための切欠部を形成している。
また、発泡樹脂板状部材は、既存の耐力壁では対応しない1/15ラジアンから木造建築物が倒壊し始めるとされる1/8ラジアンの範囲において耐力を発揮するように、側面クリアランスが0.5mm〜3.5mmに選ばれ、かつ前記切欠部が25mm〜50mmに選ばれる。
それによって、発泡樹脂板状部材は、水平力が加わることにより、一対の柱が傾いてその幅が狭まったときに、その両側面が第1の構造部材に含まれる一対の柱に密接することによって、その両側面で圧縮力を受けて、耐力壁として作用することを特徴とする。
A second aspect of the present invention is a wooden building configured by combining structural members having a space surrounded by a pair of columns and a pair of horizontal members, and includes a plurality of foamed resin plate members.
The plurality of foamed resin plate-like members are respectively fitted into the space portions corresponding to the structural members without being fixed to the respective structural members.
This foamed resin plate-like member is a foamed plastic foam having a compressive force of 5 Newton / square centimeter or more by the side surface in the width direction, and the width of the elevational shape is selected to be smaller than the width of the space portion by the side clearance, In addition, the height of the vertical surface shape is selected to be smaller by the upper clearance than the height of the space portion, thereby having side clearance in the width direction with respect to the pair of columns when fitted into the space portion, and a pair of columns. When the is inclined by receiving a horizontal force, a notch is formed so that the upper side and the lower side thereof do not contact the horizontal member.
In addition, the foamed resin plate-like member has a side clearance of 0. 1 so as to exert a proof strength in a range of 1/8 radians where a wooden building starts to collapse from 1/15 radians, which is not supported by existing load-bearing walls. 5 mm to 3.5 mm is selected, and the notch is selected to be 25 mm to 50 mm.
Accordingly, when the pair of pillars are inclined and the width thereof is narrowed by applying a horizontal force, the foamed resin plate-like member is in close contact with the pair of pillars included in the first structural member. Therefore, it receives the compressive force on both side surfaces thereof and acts as a bearing wall.
第2の発明によれば、大地震のような強い水平荷重を受けても、木造建築物が一気に倒壊又は破損することなく、粘り強い耐力構造を有し、座屈による耐力の減少を回避できる。 According to 2nd invention, even if it receives the strong horizontal load like a big earthquake, a wooden building does not collapse or break at a stretch, it has a tenacious load-bearing structure, and it can avoid the reduction | decrease in the load-bearing force by buckling.
第3の発明は、第1の発明または第2の発明において、切欠部の形状が矩形(又は平行四辺形)であって、その上辺が横架材に対して平行に形成されることによって、水平力が加えられない状態において、幅方向に均等な上部クリアランスを確保することを特徴とする。 According to a third invention, in the first invention or the second invention, the shape of the notch is rectangular (or parallelogram), and the upper side is formed in parallel to the horizontal member, A uniform upper clearance is ensured in the width direction in a state where no horizontal force is applied.
第4の発明は、第1の発明または第2の発明において、発泡樹脂板状部材の上辺が幅方向の中央部から両側面に向かって傾斜を有する山形に形成されることによって、左右両端部で最大値となる上部クリアランスを確保することを特徴とする。 4th invention WHEREIN: In 1st invention or 2nd invention, when the upper side of a foamed resin plate-shaped member is formed in the mountain shape which inclines toward the both sides | surfaces from the center part of the width direction, right-and-left both ends It is characterized by ensuring the upper clearance which becomes the maximum value.
第5の発明は、第1の発明または第2の発明において、発泡樹脂板状部材の上辺より上の上部クリアランスには、発泡樹脂板状部材とは異なる耐力を有しない断熱材を充填することを特徴とする。
第5の発明によれば、上部クリアランスの部分による断熱性能の低下を防止できる。
According to a fifth invention, in the first invention or the second invention, the upper clearance above the upper side of the foamed resin plate member is filled with a heat insulating material having no proof strength different from that of the foam resin plate member. It is characterized by.
According to 5th invention, the fall of the heat insulation performance by the part of an upper clearance can be prevented.
第6の発明は、第1の発明または第2の発明において、第1の空間部を有する複数の構造部材に既存の耐力材(例えば筋かい)が形成されて、発泡樹脂板状部材と併用される。
既存の耐力材(例えば筋かい)は1/15ラジアンまでの範囲で耐力を発揮し、発泡樹脂板状部材は1/15ラジアン〜1/8ラジアンの範囲で耐力を発揮することにより、広範囲で耐力を発揮することを特徴とする。
第6の発明によれば、既存の耐力材と発泡樹脂板状部材を併用しているので、既存の耐力材が耐力を発揮できない範囲又は耐力を減少して木造建築物の倒壊に近づきつつある範囲を発泡樹脂板状部材の側面の圧縮力で補うことにより、木造建築物の倒壊をさらに遅らせることができる。
A sixth invention is the first invention or the second invention, wherein an existing load-bearing material (for example, a brace) is formed on the plurality of structural members having the first space portion, and is used together with the foamed resin plate-like member. Is done.
Existing load-bearing materials (for example, braces) exhibit strength in a range of up to 1/15 radians, and foamed resin plate members exhibit strength in a range of 1/15 radians to 1/8 radians. It is characterized by exhibiting proof stress.
According to the sixth invention, since the existing load-bearing material and the foamed resin plate-like member are used in combination, the existing load-bearing material cannot reach its proof strength, or the proof strength is reduced and approaching the collapse of the wooden building. By supplementing the range with the compressive force of the side surface of the foamed resin plate member, the collapse of the wooden building can be further delayed.
この発明によれば、大地震のような強い水平力を受けても、発泡樹脂板状部材が空間部の詰め物(又はクッション)となっているので、一気に破断することのない、粘り強い耐力構造を有し、座屈による耐力の減少を回避することができる、木造建築物の耐力構造が得られる。
また、取付け作業に多大な時間と労力を要することなく、安価にして必要な耐力と断熱性を発揮できる、木造建築物の耐力構造が得られる。
According to this invention, even if it receives a strong horizontal force such as a large earthquake, since the foamed resin plate-like member is a padding (or cushion) in the space portion, a tenacious load-bearing structure that does not break at a stretch is obtained. It is possible to obtain a load-bearing structure of a wooden building that can avoid a decrease in the load-bearing strength due to buckling.
Moreover, the load-bearing structure of a wooden building can be obtained that does not require a great deal of time and labor for the mounting work and can exhibit the required strength and heat insulation at low cost.
(本願発明の原理説明)
図1はこの発明の木造建築物の耐力構造の原理を説明するための立面図であり、特に図1(a)は水平力を加えない状態の耐力構造を示し、図1(b)は強い水平力を加えた状態を示す。
この発明の木造建築物10(詳細は後述の図7,図8参照)は、1対の柱11a,11bと1対の横架材12a,12bからなる矩形又は枠状の構造部材13を、建物のけた行方向(建物の平面から見て横方向又は「X方向」)および張り間方向(平面から見て奥行方向又は「Y方向」)に、それぞれ複数組み合わせて構成される。
構造部材13で囲まれる空間部14には、発泡樹脂板状部材21が嵌め込まれる。この発泡樹脂板状部材21は、材質的には、幅方向に大きな圧縮強度を有し、幅方向(又は水平方向)から大きな力が加わっても一気に破断又は破損しない弾性力を有する材料、例えば押出法ポリスチレンフォーム等が用いられる。
(Description of the principle of the present invention)
FIG. 1 is an elevational view for explaining the principle of the load-bearing structure of a wooden building according to the present invention. In particular, FIG. 1 (a) shows the load-bearing structure without applying a horizontal force, and FIG. Shows a state where a strong horizontal force is applied.
The wooden building 10 of the present invention (see FIGS. 7 and 8 to be described later in detail) is a rectangular or frame-like structural member 13 composed of a pair of pillars 11a and 11b and a pair of horizontal members 12a and 12b. A plurality of combinations are respectively formed in the row direction of the building (lateral direction or “X direction” when viewed from the plane of the building) and the stretch direction (depth direction or “Y direction” when viewed from the plane).
A foamed resin plate member 21 is fitted into the space 14 surrounded by the structural member 13. The foamed resin plate member 21 is made of a material having a large compressive strength in the width direction and an elastic force that does not break or break at a stretch even when a large force is applied from the width direction (or horizontal direction), for example, An extruded polystyrene foam or the like is used.
発泡樹脂板状部材21は、サイズ的に短辺方向の幅Dが1対の柱11a,11bの間隔Wよりも第1の長さ(又は隙間;側面クリアランスともいう)t3だけ短く選ばれ、長辺方向の長さL(高さ)が1対の横架材12a,12bの間隔Hよりも第2の長さ(又は上部クリアランス)t4だけ短く選ばれる。すなわち、発泡樹脂板状部材21は、幅がD(D=W−t3)、縦方向長さがL(L=H−t4−t1)に選ばれることにより、その上辺が横架材12a,12bに平行に形成され、上部クリアランスがその上辺の全域に渡って均一に確保される。
ここで、発泡樹脂板状部材21の幅Dは、発泡樹脂板状部材21を空間部14へ嵌め込む際に嵌め込み作業が容易となるように、空間部14の幅Wよりも若干小さく、水平力が構造部材13に加えられたときに一対の柱11a,11bの間隔がw1に縮小しても、直ちに圧縮力として加わらない程度の隙間t3を有するように選ばれる(D=W−t3)。この隙間t3は、一対の柱11a,11bの傾きが1/15ラジアン(以下、略記号「rad」で示す)を超えたときから1/8radまでの範囲において、幅方向に圧縮力を発揮できるような第1の長さ、例えば0.5mm〜3.5mm程度に選ばれる。この隙間t3が側面クリアランスとなる。
The foamed resin plate-like member 21 is selected so that the width D in the short side direction is shorter than the distance W between the pair of columns 11a and 11b by a first length (or gap; also referred to as side clearance) t3. The length L (height) in the long side direction is selected to be shorter than the distance H between the pair of horizontal members 12a and 12b by the second length (or upper clearance) t4. That is, the foamed resin plate-like member 21 is selected such that the width is D (D = W−t3) and the longitudinal length is L (L = H−t4−t1), so that the upper side is the horizontal member 12a, It is formed in parallel with 12b, and an upper clearance is ensured uniformly over the entire upper side.
Here, the width D of the foamed resin plate-like member 21 is slightly smaller than the width W of the space portion 14 so as to facilitate the fitting operation when the foamed resin plate-like member 21 is fitted into the space portion 14. Even when the distance between the pair of pillars 11a and 11b is reduced to w1 when a force is applied to the structural member 13, it is selected so as to have a gap t3 that does not immediately apply as a compressive force (D = W−t3). . The gap t3 can exert a compressive force in the width direction in a range from when the inclination of the pair of pillars 11a and 11b exceeds 1/15 radians (hereinafter, indicated by abbreviated symbol “rad”) to 1/8 rad. Such a first length, for example, about 0.5 mm to 3.5 mm is selected. This gap t3 is a side clearance.
また、高さ方向の隙間(又は第2の長さ)t4は、従来例の図13と比較すれば、図13の右図に示すt2の2倍(すなわち、(t2)×2の長さ)となる。
ここで、隙間t4は、一対の柱11a,11bの傾きが1/15radを超えたときから1/8radの範囲において、発泡樹脂板状部材21の上辺が見かけ上押し上げられる(実際には圧縮される)長さであり、上部クリアランスとなる。
言い換えると、発泡樹脂板状部材21は、幅D×高さLの平面形状を有するが、その幅Dが一対の柱11a,11bの幅Wよりも第1の長さt3(側面クリアランス)だけ小さくなり、その高さLが一対の横架材12a,12bの高さHから第2の長さt4だけ差し引いた長さ(L=H−t4)となる。そのため、一対の横架材12a,12b(高さH)と一対の柱11a,11b(幅W)で囲まれる空間部14の面積(W×H)に対して、長さt4×幅Dからなる形状の切欠部21aを形成したことと略同等の面積(平面形状)の上部クリアランスを確保することになる。
この切欠部21aは、地震等による大きな水平力を受けたとき、上側の横架材12bが発泡樹脂板状部材21を押し下げて座屈を生じさせるのを回避する際に重要な、上部クリアランスとなる。
側面クリアランスの第1の長さt3と、上部クリアランスの第2の長さt4は、大きな水平力を受けて一対の柱11a,11bが傾いたときの層間変位角(δ/H)の1/15radから1/8radにおける変形寸法(狭まる寸法)となるように選定される。その第1の長さ(側面クリアランス)t3及び第2の長さ(上部クリアランス)t4の最適値の選定の仕方は、本願発明者による実験結果および計算結果に基づいて、次の図2〜図4を参照して詳細に説明する方法で決められる。
Further, the gap (or the second length) t4 in the height direction is twice as long as t2 shown in the right diagram of FIG. 13 (that is, a length of (t2) × 2) as compared with FIG. 13 of the conventional example. )
Here, in the gap t4, the upper side of the foamed resin plate-like member 21 is apparently pushed up in the range of 1/8 rad from when the inclination of the pair of columns 11a, 11b exceeds 1/15 rad (actually compression Length) and upper clearance.
In other words, the foamed resin plate member 21 has a planar shape of width D × height L, but the width D is only the first length t3 (side clearance) than the width W of the pair of columns 11a and 11b. The height L becomes a length (L = H−t4) obtained by subtracting the second length t4 from the height H of the pair of horizontal members 12a and 12b. Therefore, from the length t4 × width D to the area (W × H) of the space 14 surrounded by the pair of horizontal members 12a, 12b (height H) and the pair of pillars 11a, 11b (width W). Thus, an upper clearance having an area (planar shape) substantially equivalent to that of forming the cutout portion 21a having the shape as described above is secured.
This notch portion 21a has an upper clearance, which is important for avoiding the upper horizontal member 12b from pushing down the foamed resin plate member 21 and causing buckling when receiving a large horizontal force due to an earthquake or the like. Become.
The first length t3 of the side clearance and the second length t4 of the upper clearance are 1 / of the inter-layer displacement angle (δ / H) when the pair of pillars 11a and 11b are inclined by receiving a large horizontal force. It is selected so as to have a deformation dimension (a narrowing dimension) from 15 rad to 1/8 rad. The method of selecting the optimum values of the first length (side clearance) t3 and the second length (upper clearance) t4 is based on the experiment results and calculation results by the inventors of the present application, as shown in FIGS. 4 and determined in detail with reference to FIG.
(実施例1)
図2ないし図4は、この発明の一実施例の木造建築物の耐力構造として、一対の柱の間に間柱17を入れた場合における層間変形角別の側面クリアランスと上部クリアランスの関係を説明するための立面図である。特に、図2は層間変形角(δ/H)が1/15radの場合、図3は層間変形角が1/10radの場合、図4は層間変形角(δ/H)が1/8radの場合を示し、図2〜図4のそれぞれの左図が水平力を加えられる前の状態、右図が水平力を加えられた後の状態を示す。
図2〜図4の実施例では、一般的な木造建築物に準じて、外装材および/または内装材(図示せず)を取り付けるために、一対の柱11a,11bの間に間柱17が追加されて、柱11aと柱11bの間(W)が805mm、間柱17が30mm幅の例を説明する。この場合、柱11aと間柱17の間隔、および柱11bと間柱17の間隔は387.5mmとなる。発泡樹脂板状部材21の幅は、387.5mm−t3となる。このような条件に選ばれた発泡樹脂板状部材21が2枚準備されて、柱11aと間柱17の間、および柱11bと間柱17の間にそれぞれ嵌め込まれる。
Example 1
FIGS. 2 to 4 illustrate the relationship between the side clearance and the upper clearance according to the interlayer deformation angle when the inter-column 17 is inserted between a pair of columns as a load-bearing structure of a wooden building according to an embodiment of the present invention. FIG. In particular, FIG. 2 shows the case where the interlayer deformation angle (δ / H) is 1/15 rad, FIG. 3 shows the case where the interlayer deformation angle is 1/10 rad, and FIG. 4 shows the case where the interlayer deformation angle (δ / H) is 1/8 rad. 2 to 4 show the state before the horizontal force is applied, and the right diagram shows the state after the horizontal force is applied.
In the embodiment shown in FIGS. 2 to 4, an inter-column 17 is added between a pair of columns 11 a and 11 b in order to attach an exterior material and / or an interior material (not shown) according to a general wooden building. Then, an example in which the space (W) between the pillars 11a and 11b is 805 mm and the spacer 17 is 30 mm wide will be described. In this case, the interval between the column 11a and the inter-column 17 and the interval between the column 11b and the inter-column 17 are 387.5 mm. The width of the foamed resin plate member 21 is 387.5 mm-t3. Two foamed resin plate-like members 21 selected under such conditions are prepared and fitted between the columns 11a and the inter-columns 17 and between the columns 11b and the inter-columns 17, respectively.
次に、図2を参照して、層間変形角(δ/H)が1/15radに変化した場合を説明する。柱11a(又は柱11b)と間柱17との間隔は、水平力の加わらない状態の387.5mmから386.5mmに変化し、1.0mm狭くなる。このときの水平変位δは182mmであり、上部クリアランスは26mmであり、側面クリアランス(t3)は1.0mmに選ぶことになる。この場合、上部クリアランスを26mm以上に選定していれば、座屈を生じる可能性が全くない。 Next, a case where the interlayer deformation angle (δ / H) is changed to 1/15 rad will be described with reference to FIG. The interval between the pillar 11a (or the pillar 11b) and the intermediate pillar 17 changes from 387.5 mm in a state where no horizontal force is applied to 386.5 mm, and becomes 1.0 mm narrower. At this time, the horizontal displacement δ is 182 mm, the upper clearance is 26 mm, and the side clearance (t3) is selected to be 1.0 mm. In this case, if the upper clearance is selected to be 26 mm or more, there is no possibility of causing buckling.
図3を参照して、層間変形角(δ/H)が1/10radの場合は、柱11a(又は柱11b)と間柱17との間隔が水平力の加わらない状態の387.5mmから385.2mmに変化し、2.3mm狭くなる。このときの水平変位δは273mmであり、上部クリアランスは40mmであり、側面クリアランスは2.3mmである。この場合、上部クリアランスを40mm以上に選定していれば、座屈を生じないことが確認された。 Referring to FIG. 3, when the interlayer deformation angle (δ / H) is 1/10 rad, the distance between column 11 a (or column 11 b) and intermediate column 17 is 387.5 mm to 385. It changes to 2mm and becomes 2.3mm narrower. At this time, the horizontal displacement δ is 273 mm, the upper clearance is 40 mm, and the side clearance is 2.3 mm. In this case, it was confirmed that buckling does not occur if the upper clearance is selected to be 40 mm or more.
図4を参照して、層間変形角(δ/H)が1/8radの場合は、柱11a(又は柱11b)と間柱17との間隔が387.5mmから384mmに変化し、3.5mm狭くなる。このときの水平変位δは341.3mmであり、上部クリアランスは48mmであり、側面クリアランスは3.5mmである。この場合、上部クリアランスを48mm以上に選定していれば、座屈を生じないことが確認された。 Referring to FIG. 4, when the interlayer deformation angle (δ / H) is 1/8 rad, the distance between the pillar 11a (or the pillar 11b) and the spacer 17 is changed from 387.5 mm to 384 mm, and is narrowed by 3.5 mm. Become. At this time, the horizontal displacement δ is 341.3 mm, the upper clearance is 48 mm, and the side clearance is 3.5 mm. In this case, it was confirmed that buckling does not occur if the upper clearance is selected to be 48 mm or more.
以上の計算結果に基づいて、側面クリアランスを0.5mm〜3.5mmに選定し、上部クリアランスを25mm〜50mmに選定すれば、1/15rad〜1/8radの傾きが生じる程度に強い水平力を受けたとしても、発泡樹脂板状部材21が座屈を起さず、柱11a(又は柱11b)と間柱17による幅方向の圧縮力をその両側面で受け止めて、圧縮力を分散することにより、木造建築物が一気に倒壊するのを回避できる。
ところで、実際の木造建築物では、設計段階で上部クリアランスを選定しておく必要があるので、上部クリアランスについては柱の傾きの一番大きな1/8radの場合の値(48mm)以上に選定しておけば、柱の傾きがそれよりも小さな1/10radや1/15radの場合でも座屈を起こさない範囲としてカバーされることになる。
但し、上部クリアランスを必要以上に大きな値に選定すると、後述の第式(1)〜第式(4)を参照して説明する理由により、発泡樹脂板状部材21の側面の面積が小さくなり、柱の変形に抵抗できる力Pが小さくなるので、適度の値を選定することが望ましい。
Based on the above calculation result, selects the side clearance 0.5Mm~3.5Mm, if selected upper clearance 25Mm~50mm, strong horizontal force to the extent that the slope of 1 / 15rad~1 / 8rad occurs Even if it receives, the foamed resin plate-shaped member 21 does not buckle, receives the compressive force of the width direction by the pillar 11a (or pillar 11b) and the intermediate pillar 17 on the both sides, and disperses the compressive force. By this, it is possible to avoid the wooden building from collapsing at a stretch.
By the way, in an actual wooden building, it is necessary to select the upper clearance at the design stage, so the upper clearance should be selected to be more than the value (48mm) in the case of 1/8 rad with the largest column inclination. In this case, even if the inclination of the column is smaller than 1/10 rad or 1/15 rad, it is covered as a range in which buckling does not occur.
However, if the upper clearance is selected to be larger than necessary, the area of the side surface of the foamed resin plate-like member 21 is reduced due to the reason described with reference to the following formulas (1) to (4). Since the force P that can resist the deformation of the column becomes small, it is desirable to select an appropriate value.
なお、側面クリアランスは、座屈による弊害の問題と関係なく、図2の層間変形角(δ/H)を1/15radに変化させた場合にt3=1.0mmであるが、これを0.5mm〜1.7mmの範囲に選んでも、発泡樹脂板状部材21の幅方向の圧縮強度を発揮する傾き角の小さな段階(又は早い段階)から壁耐力を発揮することになるので、1.0mmよりも小さな範囲に選んでも何ら問題ない。
また、実際には、座屈が生じたとしても、発泡樹脂板状部材21が空間部(柱11a又は柱11bと間柱17のそれぞれの面)からはみ出すまでに十分な余裕があるので、上部クリアランスの最小値を25mmに選んでも問題ない。
The side clearance is t3 = 1.0 mm when the interlayer deformation angle (δ / H) in FIG. 2 is changed to 1/15 rad, regardless of the problem of adverse effects due to buckling. Even if it is selected within the range of 5 mm to 1.7 mm, the wall strength will be exhibited from the stage of small inclination angle (or early stage) that exhibits the compressive strength in the width direction of the foamed resin plate-like member 21, so 1.0 mm There is no problem even if you choose a smaller range.
In practice, even if buckling occurs, the foamed resin plate-like member 21 has a sufficient margin until it protrudes from the space (the respective surfaces of the pillar 11a or the pillar 11b and the intermediate pillar 17). There is no problem even if the minimum value of 25 mm is selected.
図2〜図4を参照して、上部クリアランスとなる切欠部21aおよび側面クリアランスを形成した発泡樹脂板状部材21は、水平力が徐々に加わり増大しても、側部クリアランスによる遊びがあるため右に回動し、さらに水平力が増大して、t3が側面クリアランスよりも大きくなると、両側面が柱11a(又は柱11b)と間柱17に密接することによって、両側面で圧縮力を受けて、耐力壁として作用する。
そして、柱11a(又は柱11b)と間柱17がさらに傾き、水平変位がδ=182mmになる程の水平力(1/15rad)が加わったとき、柱11a(又は柱11b)と間柱17の間の幅が1.0mm縮まり、柱11a(又は柱11b)と間柱17による圧縮力を発泡樹脂板状部材21のそれぞれの側面の全面で受け止めて、壁耐力を発揮する。
しかし、発泡樹脂板状部材21は、弾性力を有するとともに、側面で受ける幅方向の圧縮強度が一対の柱11a(又は柱11b)と間柱17から受ける圧縮力に比べて大きいので、破損することもなく、壁耐力を維持する。このとき、上部クリアランスを有しているので、発泡樹脂板状部材21の高さ方向の圧縮力が座屈を起こす程度にまで増大せず、座屈を起こさない。
2 to 4, the foamed resin plate-like member 21 formed with the notch portion 21 a and the side clearance serving as the upper clearance has play due to the side clearance even when the horizontal force is gradually increased. When it turns to the right and the horizontal force further increases and t3 becomes larger than the side clearance, both side surfaces are in close contact with the column 11a (or column 11b) and the inter-column 17 to receive compressive force on both sides. Acts as a bearing wall.
When the column 11a (or column 11b) and the intermediate column 17 are further inclined and a horizontal force (1/15 rad) is applied so that the horizontal displacement is δ = 182 mm, the interval between the column 11a (or column 11b) and the intermediate column 17 is applied. Is reduced by 1.0 mm, and the compressive force of the columns 11a (or columns 11b) and the inter-columns 17 is received on the entire surface of each side surface of the foamed resin plate member 21, thereby exerting wall strength.
However, the foamed resin plate-shaped member 21 has an elastic force and is damaged because the compressive strength in the width direction received at the side surface is larger than the compressive force received from the pair of columns 11a (or columns 11b) and the inter-columns 17. No wall strength is maintained. At this time, since the upper clearance is provided, the compressive force in the height direction of the foamed resin plate-like member 21 does not increase to such an extent that it buckles and does not buckle.
水平力が増大して、柱11a(柱11b)と間柱17の傾きが1/15radを超えて、水平変位がδ=273mmに達する1/10radになり、上部クリアランスがt4=40mmとなっても、発泡樹脂板状部材21の両側面が柱11a(又は柱11b)と間柱17に密接した状態で、柱11a(又は柱11b)と間柱17から強い圧縮力を受けている。そのため、一対の横架材12a,12bから上下に圧縮力を受けても、上部クリアランスがあるため、座屈を生じることなく、壁耐力を発揮し続ける。
水平力がさらに増大して、柱11a(又は柱11b)と間柱17の傾きが1/10radを超えて、水平変位がδ=341.3mmに達する1/8radになり、上部クリアランスがt4=48mmとなっても、発泡樹脂板状部材21の両側面が柱11a(又は柱11b)と間柱17に密接した状態で、柱11a(又は柱11b)と間柱17から強い圧縮力を受けている。そのため、一対の横架材12a,12bから上下に圧縮力を受けても、上部クリアランスがあるため、座屈を起こすことなく、壁耐力を発揮し続ける。
Even if the horizontal force increases, the inclination of the pillar 11a (pillar 11b) and the intermediate pillar 17 exceeds 1/15 rad, the horizontal displacement becomes 1/10 rad reaching δ = 273 mm, and the upper clearance becomes t4 = 40 mm. The foamed resin plate-like member 21 receives a strong compressive force from the column 11a (or column 11b) and the intermediate column 17 in a state where both side surfaces of the foamed resin plate member 21 are in close contact with the column 11a (or column 11b) and the intermediate column 17. Therefore, a pair of horizontal members 12a, even when subjected to compressive force in the vertical from 12b, because of the top clearance, without causing buckling, continues to exert a wall strength.
As the horizontal force further increases, the inclination of the pillar 11a (or pillar 11b) and the intermediate pillar 17 exceeds 1/10 rad, the horizontal displacement becomes 1/8 rad reaching δ = 341.3 mm, and the upper clearance is t4 = 48 mm. Even when the both sides of the foamed resin plate-like member 21 are in close contact with the column 11a (or column 11b) and the inter-column 17, the column 11a (or column 11b) and the inter-column 17 receive a strong compressive force. For this reason, even if a compressive force is applied vertically from the pair of horizontal members 12a and 12b , there is an upper clearance, so that the wall strength continues to be exhibited without causing buckling.
柱11a(又は柱11b)と間柱17の傾きが1/8radまでの範囲内では、発泡樹脂板状部材21が土壁,筋かいや合板等の既存の耐力壁以上の壁耐力を発揮するので、木造建築物の倒壊を防止できる。
なお、柱11a(又は柱11b)と間柱17の傾きが1/8radを超える強い水平力が加わると、一対の横架材12a,12bによる上下方向の圧縮力に加えて、横架材12bの上部の荷重が下向きの大きな力として加わることになる。そのため、構造部材13が耐えきれなくなり、木造建築物が倒壊し始める。
In the range where the inclination of the pillar 11a (or the pillar 11b) and the inter-column 17 is up to 1/8 rad, the foamed resin plate member 21 exhibits a wall bearing capacity that is greater than that of existing bearing walls such as earth walls, braces and plywood. Can prevent the collapse of wooden buildings.
In addition, when the strong horizontal force in which the inclination of the pillar 11a (or the pillar 11b) and the spacer 17 exceeds 1/8 rad is applied, in addition to the vertical compressive force by the pair of horizontal members 12a and 12b, the horizontal member 12b The upper load is applied as a large downward force. For this reason, the structural member 13 cannot withstand and the wooden building starts to collapse.
上述のような理由により、本願発明では、柱11a(又は柱11b)と間柱17の傾きを1/15radから1/8radの範囲に対応して耐力を発揮するように、上部クリアランスの範囲を選定したものである。 For the reasons described above, in the present invention, the range of the upper clearance is selected so that the column 11a (or the column 11b) and the inter-column 17 have an inclination corresponding to the range of 1/15 rad to 1/8 rad. It is a thing.
なお、上述の実施例1では、木造建築物の階高の一例として、横架材12a,12b間の寸法を2730mmとしたが、階高の異なる木造建築物では上部クリアランスと側面クリアランスの値が階高に関連して変化することは言うまでもない。 In Example 1 described above, the dimension between the horizontal members 12a and 12b is 2730 mm as an example of the floor height of a wooden building. However, in a wooden building having a different floor height, the values of the upper clearance and the side clearance are different. Needless to say, it changes in relation to the floor height.
次に、実施例1の図3の例において、柱11a(又は11b)と間柱17の傾きが1/10radの場合の耐力を検討する。
横架材12aと横架材12bの間(高さH)を273cmとし、柱11aと間柱17(又は柱11bと間柱17)との間隔Wを38.75cmとする。
そして、発泡樹脂板状部材21は、その厚さを6.5cm、側面の圧縮強度を11N/cm2とし、短期許容応力度を2/3、低減係数を0.75と仮定すると、その短期許容せん断耐力Paは第(1)式で表すことができる。
Pa=11N/cm2×2/3×0.75=5.49N/cm2 ・・・(1)
ここで、圧縮強度が11N/cm2以上の発泡樹脂板状部材21の発泡プラスチック系フォームとしては、押出法ポリスチレンフォームがある。この押出法ポリスチレンフォームでは、その製造方法から、側面の圧縮強度が平面圧縮強度よりも低減されるので、上記(1)式では11N/cm2としている。
発泡樹脂板状部材21が柱の変形に抵抗できる力Pは、第(2)式で表される。
P=269cm×6.5cm×5.49N/cm2
=9599N≒9.59kN ・・・(2)
9.59kN/1.96kN=4.89
これは、壁倍率の基準となる水平力が1.96kNの約5倍の強さとなる。
そして、発泡樹脂板状部材21は、具体的には圧縮強度が11N/cm2(約1kgf/cm2)以上の発泡プラスチック系フォームとして、押出法ポリスチレンフォームが知られている。
なお、同等の圧縮強度を有する押出法ポリスチレンフォーム(A種押出法ポリスチレンフォーム3種)を用いてもよいことは勿論である。
Next, in the example of FIG. 3 of Example 1, the proof stress when the inclination of the column 11a (or 11b) and the inter-column 17 is 1/10 rad is examined.
The distance between the horizontal member 12a and the horizontal member 12b (height H) is set to 273 cm, and the interval W between the column 11a and the intermediate column 17 (or the column 11b and the intermediate column 17) is set to 38.75 cm.
Then, assuming that the thickness of the foamed resin plate member 21 is 6.5 cm, the compressive strength of the side surface is 11 N / cm 2 , the short-term allowable stress is 2/3, and the reduction factor is 0.75, the short-term The allowable shear strength Pa can be expressed by the formula (1).
Pa = 11 N / cm 2 × 2/3 × 0.75 = 5.49 N / cm 2 (1)
Here, as the foamed plastic foam of the foamed resin plate member 21 having a compressive strength of 11 N / cm 2 or more, there is an extruded polystyrene foam. In this extruded polystyrene foam, the side surface compressive strength is reduced from the plane compressive strength due to the manufacturing method, and therefore, the above formula (1) is set to 11 N / cm 2 .
The force P with which the foamed resin plate-like member 21 can resist the deformation of the column is expressed by the formula (2).
P = 269 cm × 6.5 cm × 5.49 N / cm 2
= 9599N ≒ 9.59kN (2)
9.59 kN / 1.96 kN = 4.89
This is because the horizontal force, which is a reference for the wall magnification, is about five times as strong as 1.96 kN .
For the foamed resin plate-like member 21, specifically, an extruded polystyrene foam is known as a foamed plastic foam having a compressive strength of 11 N / cm 2 (about 1 kgf / cm 2 ) or more.
Of course, an extruded polystyrene foam having the same compressive strength (type A extruded polystyrene foam 3 types) may be used.
そして、発泡樹脂板状部材21が空間部14の詰め物(又はクッション)となっているので、既存の木造建築物が倒壊すると言われている程度(1/8radを超える程度)の水平力を受けたとしても、木造建築物が倒壊するまでに時間的余裕を確保でき、居住者が逃げ出すことのできる可能性を高めることができる。
また、発泡樹脂板状部材21は、断熱材として使用される押出法ポリスチレンフォームを用いているので、充填断熱(又は内断熱)を兼ねることができ、断熱性能が高く、省エネルギー化を図れる。
And since the foamed resin plate-shaped member 21 is the stuffing (or cushion) of the space portion 14, it receives a horizontal force that is said to collapse (exceeding 1/8 rad) of an existing wooden building. Even so, time can be secured before the wooden building collapses, and the possibility that the resident can escape is increased.
Moreover, since the foamed resin plate-shaped member 21 uses the extrusion method polystyrene foam used as a heat insulating material, it can serve also as filling heat insulation (or internal heat insulation), has high heat insulation performance, and can save energy.
(実施例1の変形例)
ところで、上述の段落番号[0041]の例では、発泡樹脂板状部材21の具体的な材料の一例として、押出法ポリスチレンフォームの場合を説明したが、この発明の技術思想は側面の圧縮強度が5N/cm2以上のその他の材質からなる発泡プラスチック系フォームを用いることもできる。
例えば、その他の発泡プラスチック系フォームとしては、ビーズ法ポリスチレンフォーム,硬質ウレタンフォーム,フェノールフォーム等を使用することができる。
以下に、発泡樹脂板状部材21の他の材料例として、ビーズ法ポリスチレンフォームを用いた場合に、どの程度の耐力を有するかを考察する。
(Modification of Example 1)
By the way, in the example of the paragraph number [0041] described above, as an example of a specific material of the foamed resin plate-like member 21, the case of the extruded polystyrene foam has been described. Foamed plastic foams made of other materials of 5 N / cm 2 or more can also be used.
For example, other foamed plastics based foam can be used bead polystyrene foam, hard urethane forms, the full E Knoll form like.
Hereinafter, as an example of another material of the foamed resin plate-like member 21, it will be considered how much proof strength it has when using a beaded polystyrene foam.
ビーズ法ポリスチレンフォームを用いた発泡樹脂板状部材21は、その厚さを6.5cm、側面の圧縮強度を5N/cm2とし、短期許容応力度を2/3、低減係数を0.75と仮定すると、その短期許容せん断耐力Paは第(3)式で表すことができる。
Pa=5N/cm2×2/3×0.75=2.49N/cm2 ・・・(3)
発泡樹脂板状部材21が柱の変形に抵抗できる力Pは、第(4)式で表される。
P=269cm×6.5cm×2.49N/cm2
=4353N≒4.35kN ・・・(4)
4.35kN/1.96kN=2.21
これは、壁倍率の基準となる水平力が1.96kNの約2倍の強さとなる。
The foamed resin plate-like member 21 using the beaded polystyrene foam has a thickness of 6.5 cm, a side compression strength of 5 N / cm 2 , a short-term allowable stress level of 2/3, and a reduction factor of 0.75. Assuming that the short-term allowable shear strength Pa can be expressed by equation (3).
Pa = 5 N / cm 2 × 2/3 × 0.75 = 2.49 N / cm 2 (3)
The force P that the foamed resin plate-like member 21 can resist the deformation of the column is expressed by the following expression (4).
P = 269 cm × 6.5 cm × 2.49 N / cm 2
= 4353N ≒ 4.35kN (4)
4.35 kN / 1.96 kN = 2.21
This is because the horizontal force that is the reference for the wall magnification is about twice as strong as 1.96 kN .
従って、ビーズ法ポリスチレンフォームを素材とする発泡樹脂板状部材21であっても、空間部14の詰め物(又はクッション)となっているので、木造建築物が倒壊する程度の水平力を受けたとしても、耐力となり得ることが分かる。 Therefore, even if it is the foamed resin plate-like member 21 made of the bead-method polystyrene foam, it is a padding (or cushion) of the space portion 14, so that it receives a horizontal force to the extent that the wooden building collapses. It can also be seen that it can be proof.
上記第(1)式および第(3)式の短期許容せん断耐力Paの条件を満たす発泡プラスチック系フォームの具体例(市販されている製品)の一例として、その種類と各種類別の圧縮強度を下記表に示す。
As an example of a foamed plastic foam satisfying the short-term allowable shear strength Pa of the above formulas (1) and (3) (commercially available product), the types and compressive strengths for each type are shown below. Shown in the table.
(実施例2)
図5は第1図に示す発明原理を応用した他の実施例の木造建築物の耐力構造を説明するための立面斜視図であり、図6は図5に示す実施例の木造建築物の平面図である。
図5および図6の例では、一対の柱11a,11bの間に、間柱17を入れない場合を示している。
次に、図5および図6を参照して、実施例2の木造建築物の耐力構造を説明する。
(Example 2)
FIG. 5 is an elevational perspective view for explaining the load-bearing structure of a wooden building according to another embodiment to which the principle of the invention shown in FIG. 1 is applied. FIG. 6 is a perspective view of the wooden building according to the embodiment shown in FIG. It is a top view.
In the example of FIG. 5 and FIG. 6, a case where the inter-column 17 is not inserted between the pair of columns 11 a and 11 b is shown.
Next, with reference to FIG. 5 and FIG. 6, the load-bearing structure of the wooden building of Example 2 will be described.
木造建築物10は、1対の柱11(11は柱の総称であり、それぞれの配置位置別の柱を区別する場合は11a,11bで示す)と1対の横架材12(12は横架材の総称であり、それぞれの配置位置別の横架材を区別する場合は12a,12bで示す)からなる矩形又は枠状の構造部材13(13は構造部材の総称であり、それぞれの配置位置別の構造部材を区別する場合は13a,13bで示す)を、建物のけた行方向(建物の平面から見て横方向又は「X方向」)および張り間方向(平面から見て奥行方向又は「Y方向」)に、それぞれ複数組み合わせて構成される。 The wooden building 10 includes a pair of pillars 11 (11 is a general term for pillars, and 11a and 11b are used to distinguish the pillars according to the arrangement positions) and a pair of horizontal members 12 (12 are horizontal This is a generic name for the frame material, and a rectangular or frame-shaped structural member 13 (13 is a general name for the structural member, and is arranged for each of the horizontal members depending on the arrangement position, indicated by 12a and 12b). When distinguishing structural members according to position, the direction of the building is indicated by 13a and 13b (the horizontal direction or “X direction” when viewed from the plane of the building) and the span direction (the depth direction when viewed from the plane) “Y direction”) are combined in combination.
図5,図6では、1つの方向(例えばX方向)における2つの構造部材13a,13bと他の方向(Y方向)における1つの構造部材13nの例を示す。但し、図5では、作図上の簡易化のため、Y方向における構造部材13nを省略している。
より具体的には、1つの構造部材13aは、1対の柱11a,11bと1対の横架材12a,12bによって構成されて、これらの1対の柱11a,11bと1対の横架材12a,12bの4辺によって囲まれる空間部14aを有する。また、構造部材13bは、1対の柱11b,11cと1対の横架材12a,12bによって構成されて、これらの1対の柱11b,11cと1対の横架材12a,12bの4辺によって囲まれる空間部14bを有する。
この場合、隣接する構造部材13aおよび構造部材13bでは、柱11bと横架材12a,12bが共通となる。
また、構造部材13aに直交する方向(Y方向)には、構造部材13nが柱11aに隣接して設けられる。構造部材13nは、1対の柱11a,11nと1対の横架材12n,12mによって構成され、これらの1対の柱11a,11nと1対の横架材12n,12mの4辺によって囲まれる空間部14nを有する。
5 and 6 show examples of two structural members 13a and 13b in one direction (for example, the X direction) and one structural member 13n in the other direction (Y direction). However, in FIG. 5, the structural member 13n in the Y direction is omitted for simplification of drawing.
More specifically, one structural member 13a is composed of a pair of columns 11a and 11b and a pair of horizontal members 12a and 12b, and the pair of columns 11a and 11b and a pair of horizontal members. It has a space portion 14a surrounded by four sides of the materials 12a and 12b. The structural member 13b is composed of a pair of pillars 11b and 11c and a pair of horizontal members 12a and 12b. The pair of pillars 11b and 11c and the pair of horizontal members 12a and 12b are four. It has the space part 14b enclosed by the edge | side.
In this case, in the adjacent structural member 13a and structural member 13b, the pillar 11b and the horizontal members 12a and 12b are common.
Further, in the direction orthogonal to the structural member 13a (Y direction), the structural member 13n is provided adjacent to the column 11a. The structural member 13n includes a pair of pillars 11a and 11n and a pair of horizontal members 12n and 12m, and is surrounded by the four sides of the pair of pillars 11a and 11n and the pair of horizontal members 12n and 12m. It has a space portion 14n.
横架材12aは、布基礎(又はコンクリート基礎)15の上に水平に載置され、布基礎15に固定されて、土台となる。換言すると、木造建築物10の1階の場合は、横架材12aが土台で、横架材12bが梁であり、1対の横架材12a,12bが土台と梁から構成されことになる。また、木造建築物10の2階(又は2階以上)の場合は、横架材12aが1階の梁で、横架材12bが2階の梁である。すなわち、水平方向に載置又は設置された土台12aと梁12bを総称して横架材12という。 The horizontal member 12a is horizontally placed on a cloth foundation (or concrete foundation) 15, fixed to the cloth foundation 15, and serves as a foundation. In other words, in the case of the first floor of the wooden building 10, the horizontal member 12a is a base, the horizontal member 12b is a beam, and the pair of horizontal members 12a and 12b are formed of a base and a beam. . Further, in the case of the second floor (or two or more floors) of the wooden building 10, the horizontal member 12a is a beam on the first floor, and the horizontal member 12b is a beam on the second floor. That is, the base 12a and the beam 12b placed or installed in the horizontal direction are collectively referred to as a horizontal member 12.
図5,図6の実施例では、構造部材13a,13bが耐力を有する壁(耐力壁)を必要とする構造材の例を示す。
そして、この実施例では、所定の圧縮強度を有する発泡樹脂板状部材21が準備される。
なお、1対の柱11a,11bの間に間柱17を入れることもあるが、間柱17を入れた場合の実施例は前述の図2〜図4に示す通りである。その場合でも発泡樹脂板状部材21の左右側面の耐力となる部分は1対の柱11aと間柱17、間柱17と柱11bで受けるものである。
5 and 6 show an example of a structural material in which the structural members 13a and 13b require a proof wall (bearing wall).
In this embodiment, a foamed resin plate member 21 having a predetermined compressive strength is prepared.
In addition, although the spacer 17 may be put between a pair of pillars 11a and 11b, the Example at the time of putting the spacer 17 is as above-mentioned in FIGS. Even in this case, the left and right side portions of the foamed resin plate-like member 21 are received by the pair of columns 11a and the inter-columns 17, and the inter-columns 17 and the columns 11b.
発泡樹脂板状部材21は、材質的に、幅方向に大きな圧縮強度を有し、幅方向(又は水平方向)から大きな力が加わっても一気に破断又は破損しない弾性力を有する材料、例えば押出法ポリスチレンフォーム等が用いられる。
発泡樹脂板状部材21は、サイズ的に、短辺方向の幅dが1対の柱11a,11bの間隔Wよりもt3(0.5〜3.5mm)だけ短く、長辺方向の長さ(高さ)Hが1対の横架材12a,12bの間隔よりもt4(25〜50mm)だけ短く選ばれる。
発泡樹脂板状部材21の圧縮強度は、短辺方向の側面の圧縮力が5ニュートン/平方センチメートル以上のものに選ばれる。
これによって、発泡樹脂板状部材21を1対の柱11a,11bと1対の横架材12a,12bによって囲まれる構造部材13aに嵌め込むとき、空間部14aの幅よりも若干小さくかつ高さ方向には大きな隙間(上部クリアランス)を確保しているので、発泡樹脂板状部材21の嵌め込み作業が同一寸法の場合よりも容易かつ迅速に行えることに加えて、発泡樹脂板状部材21が座屈を起こすことを回避できる利点がある。
The foamed resin plate-like member 21 is made of a material having a large compressive strength in the width direction and an elastic force that does not break or break at once even when a large force is applied from the width direction (or horizontal direction), such as an extrusion method. Polystyrene foam or the like is used.
The foamed resin plate-like member 21 has a short side width d that is shorter by t3 (0.5 to 3.5 mm) than the distance W between the pair of columns 11a and 11b, and has a length in the long side direction. (Height) H is selected to be shorter by t4 (25 to 50 mm) than the distance between the pair of horizontal members 12a and 12b.
The compressive strength of the foamed resin plate member 21 is selected so that the compressive force on the side surface in the short side direction is 5 Newton / square centimeter or more.
Thus, when the foamed resin plate-like member 21 is fitted into the structural member 13a surrounded by the pair of columns 11a and 11b and the pair of horizontal members 12a and 12b, it is slightly smaller and higher than the width of the space portion 14a. Since a large gap (upper clearance) is secured in the direction, the foamed resin plate-like member 21 is seated in addition to the fact that the work of fitting the foamed resin plate-like member 21 can be performed more easily and quickly than in the case of the same dimensions. There is an advantage of avoiding bending.
(実施例3)
図7はこの発明の他の実施例の木造建築物の耐力構造において、耐力となる発泡樹脂板状部材21と耐力にならない開口部(窓又はドア等)を配置した一例を示す平面図であり、図8は図7の例における木造建築物の外観斜視図である。
図7及び図8の例では、横方向(X方向)と奥行方向(Y方向)にそれぞれ複数の構造部材13があり、X方向の両外側(左右外側)に複数の構造部材13が配置されるとともに、Y方向の両外側(上下外側)に複数の構造部材13が配置され、それ以外の部分には窓16又は入口が形成されるか、耐力を必要としない部材(耐力のない断熱材の一例のグラスウール)が配置される。
なお、耐力を必要としない部分には、窓16又は出入り口等の開口部とされる。
Example 3
FIG. 7 is a plan view showing an example in which a foamed resin plate-like member 21 that is proof and an opening (such as a window or a door) that is not proof is arranged in a proof structure of a wooden building according to another embodiment of the present invention. FIG. 8 is an external perspective view of the wooden building in the example of FIG.
In the example of FIGS. 7 and 8, there are a plurality of structural members 13 in the lateral direction (X direction) and the depth direction (Y direction), respectively, and the plurality of structural members 13 are arranged on both outer sides (left and right outer sides) in the X direction. In addition, a plurality of structural members 13 are arranged on both outer sides (upper and lower outer sides) in the Y direction, and a window 16 or an inlet is formed in the other part, or a member that does not require strength (insulation material without strength) Of glass wool) is arranged .
Na us, in part that do not require strength, is an opening such as a window 16 or doorway.
(実施例4)
図9はこの発明の他の実施例の木造建築物の耐力構造を説明するための図であり、発泡樹脂板状部材21と筋かいを併用した場合を示す。
この実施例では、図9(a)の平面図及び図9(b)の立面図に示すように、1対の柱11a,11bが筋かい18によって緊結され、筋かい18を除く空間部14aに発泡樹脂板状部材21が嵌め込まれる。例えば、1対の柱11a,11bが10.5cm角の角材を用いた場合、厚みが3cmの筋かいであれば、発泡樹脂板状部材21(6.5cm以下)と併用しても、柱11a,11bの厚みの範囲であり、発泡樹脂板状部材21が柱11a,11bの面より突出することもない。
この実施例によれば、既存の耐力材(例えば筋かい18)が1/15radまでの範囲で耐力を発揮し、発泡樹脂板状部材21が1/15rad〜1/8radの範囲で耐力を発揮することにより、広範囲で耐力を発揮できる利点がある。
すなわち、既存の耐力材と発泡樹脂板状部材21を併用しているので、既存の耐力材が耐力を発揮できない範囲又は耐力を減少して木造建築物の倒壊に近づきつつある範囲(1/15rad〜1/8radまでの範囲)を発泡樹脂板状部材の側面の圧縮力で補うことにより、これは、既存の耐力材である筋かい18単独よりも広範囲で耐力を有し、木造建築物の倒壊を大幅に遅らせることができる。これは、既存の耐力材である筋かい18入りの木造建築物に、従来の充填断熱を組み合わせた場合に比べて、発泡樹脂板状部材が座屈による耐力の減少を招くことなく、1/15rad〜1/8radまでの範囲で広範囲に耐力を発揮でき、従来の充填断熱にない効果を発揮することができる。
また、発泡樹脂板状部材21の上部クリアランス(t4)の部分には、断熱性を高めるために、耐力を有しない断熱材、例えばグラスウール19を充填してもよい。
(Example 4)
FIG. 9 is a view for explaining the load-bearing structure of a wooden building according to another embodiment of the present invention, and shows a case where the foamed resin plate member 21 and the brace are used together.
In this embodiment, as shown in the plan view of FIG. 9A and the elevation view of FIG. 9B, a pair of columns 11 a and 11 b are fastened by a brace 18, and a space portion excluding the brace 18 The foamed resin plate member 21 is fitted into 14a. For example, when a pair of pillars 11a and 11b are 10.5 cm square bars, and the thickness is 3 cm, the pillars can be used together with the foamed resin plate member 21 (6.5 cm or less). 11a and 11b, and the foamed resin plate member 21 does not protrude from the surfaces of the columns 11a and 11b .
According to this embodiment, the existing load-bearing material (for example, the brace 18) exhibits the yield strength in the range of 1/15 rad, and the foamed resin plate member 21 exhibits the yield strength in the range of 1/15 rad to 1/8 rad. By doing so, there is an advantage that the proof stress can be exhibited in a wide range.
That is, since the existing load-bearing material and the foamed resin plate member 21 are used in combination, the existing load-bearing material cannot exhibit its proof strength, or the range in which the proof strength is reduced to approach the collapse of a wooden building (1/15 rad This is a range of up to 1/8 rad) with the compressive force of the side surface of the foamed resin plate member. Collapse can be greatly delayed. This is because the foamed resin plate-like member does not cause a decrease in the yield strength due to buckling, compared with the case where a conventional building heat insulation is combined with a conventional wooden structure including a brace 18 that is a strength material. 15Rad~1 / be exhibited extensively strength in the range up to 8 rad, Ru can exert no effect on conventional filling insulation.
Moreover, in order to improve heat insulation, you may fill the part of the upper clearance (t4) of the foamed resin plate-shaped member 21 with the heat insulating material which does not have a yield strength, for example, glass wool 19. FIG.
(実施例5)
図10は、この発明のその他の実施例の木造建築物の耐力構造の立面図であり、特に発泡樹脂板状部材の上辺を山形にした例を示す。
この実施例が図1の原理図と異なる点は、発泡樹脂板状部材22の上辺を山形にしたことである。具体的には、この実施例の発泡樹脂板状部材22は、その上辺が幅方向の中央部から両側面に向かって下向きの傾斜部を有する山形に形成される。すなわち、上辺に左傾斜部22aと右傾斜部22bを形成して、第2の左右両端部で最大値となるような上部クリアランス(t4)を確保したものである。幅方向中央部の山形の頂点は、上部クリアランスの値が最も小さな値となるが、少なくとも長さt1だけ確保すれば足りる。
このように、発泡樹脂板状部材22の上辺を山形にすれば、グラスウール19を充填する部分の面積が図1の例よりも少なくなり、図1〜図4の発泡樹脂板状部材21よりも断熱欠損部分を少なくできる利点がある。これは、発泡樹脂板状部材21の断熱性能がグラスウール19よりも高い場合、建物全体の断熱性能を一層高めることができる。
(Example 5)
FIG. 10 is an elevational view of a load-bearing structure of a wooden building according to another embodiment of the present invention, and particularly shows an example in which the upper side of the foamed resin plate-like member has a mountain shape.
This embodiment is different from the principle diagram of FIG. 1 in that the upper side of the foamed resin plate-like member 22 has a mountain shape. Specifically, the foamed resin plate-like member 22 of this embodiment is formed in a mountain shape whose upper side has a downward inclined portion from the center portion in the width direction toward both side surfaces. That is, the left inclined portion 22a and the right inclined portion 22b are formed on the upper side, and the upper clearance (t4) is secured so as to be the maximum value at the second left and right end portions. The apex of the mountain at the center in the width direction has the smallest value of the upper clearance, but it is sufficient to secure at least the length t1.
Thus, if the upper side of the foamed resin plate-like member 22 is formed in a mountain shape, the area of the portion filled with the glass wool 19 is smaller than that of the example of FIG. 1 and is smaller than the foamed resin plate-like member 21 of FIGS. There is an advantage that the heat insulation defect portion can be reduced. This can further enhance the heat insulation performance of the entire building when the heat insulation performance of the foamed resin plate-like member 21 is higher than that of the glass wool 19.
(実施例6)
図11はこの発明のさらにその他の実施例の木造建築物の耐力構造の立面図であり、特に発泡樹脂板状部材の上辺を台形状にした例を示す。
この実施例が図1の原理図と異なる点は、発泡樹脂板状部材23の上辺を台形にしたことである。具体的には、この実施例の発泡樹脂板状部材23は、その上辺が幅方向の中央部分23aで横架材12bと平行となり、平行な上辺の中央部分23aの両端部から両側面に向かって下向きの傾斜部23b,23cを有するような台形状に形成される。中央部の平行部分の頂点は、上部クリアランスとして少なくとも長さt1だけ確保すれば足りる。
このように、発泡樹脂板状部材23の上辺を台形にすれば、グラスウール19を充填する部分の面積が図1の例よりも少なくて済み、断熱欠損部分を少なくできる利点がある。
(Example 6)
FIG. 11 is an elevation view of a load-bearing structure of a wooden building according to still another embodiment of the present invention, and particularly shows an example in which the upper side of the foamed resin plate member is trapezoidal.
This embodiment differs from the principle diagram of FIG. 1 in that the upper side of the foamed resin plate member 23 is trapezoidal. Specifically, the foamed resin plate-like member 23 of this embodiment has an upper side parallel to the horizontal member 12b at the central portion 23a in the width direction, and extends from both ends of the parallel central portion 23a toward both sides. And is formed in a trapezoidal shape having downwardly inclined portions 23b and 23c. It is sufficient to secure at least the length t1 as the upper clearance at the apex of the parallel portion at the center.
Thus, if the upper side of the foamed resin plate member 23 is trapezoidal, the area of the portion filled with the glass wool 19 can be smaller than in the example of FIG.
この発明は、木造建築物の耐力構造として木造建築物に利用でき、産業上の利用可能性が高い。 The present invention can be used for a wooden building as a load-bearing structure for a wooden building, and has high industrial applicability.
10:木造建築物の耐力構造
11,11a,11b:柱
12,12a,12b:横架材
13:構造部材
14:空間部
15:布基礎
16:窓
17;間柱
18;筋かい
19;グラスウール
21,22,23:発泡樹脂板状部材
21a;切欠部
10: Load-bearing structure of wooden building 11, 11a, 11b: Pillar 12, 12a, 12b: Horizontal member 13: Structural member 14: Space part 15: Fabric foundation 16: Window 17; Space pillar 18; Brace 19; Glass wool 21 , 22, 23: Foamed resin plate member 21a;
Claims (6)
前記各構造部材に固定されることなく、当該構造部材に対応する空間部にそれぞれ嵌め込まれる、複数の発泡樹脂板状部材を備え、
前記発泡樹脂板状部材は、
幅方向の側面による圧縮力が5ニュートン/平方センチメートル以上の発泡プラスチック系フォームであって、
その立面形状の幅が前記空間部の幅よりも第1の長さである0.5mm〜3.5mmだけ小さく選ばれることにより、前記空間部に嵌め込まれて水平力を加えられない状態のときに、当該第1の長さの部分が側面クリアランスとなり、
水平力を加えられたときに、既存の耐力壁では対応しない1/15ラジアンから木造建築物が倒壊し始めるとされる1/8ラジアンの範囲において耐力を発揮し、それによって、一対の柱が傾いてその幅が狭まった際に、その両側面が前記構造部材に含まれる一対の柱に密接することによって、その両側面で圧縮力を受けて、耐力壁として作用し、
前記1/15ラジアンから1/8ラジアンの範囲において耐力を発揮する際に、発泡樹脂板状部材の上辺と下辺が一対の横架材によって圧縮されて生じる座屈を回避するために、その立面形状の高さが前記空間部の高さよりも第2の長さである25mm〜50mmだけ小さくなるような切欠部を形成することにより、当該切欠部が水平力を加えられない状態において上部クリアランスとなることを特徴とする、木造建築物の耐力構造。 In a wooden building configured by combining a structural member having a space part surrounded by a pair of pillars and a pair of horizontal members,
Without being fixed to each structural member, each having a plurality of foamed resin plate-like members fitted into the space corresponding to the structural member,
The foamed resin plate member is
A foamed plastic foam having a compressive force of 5 Newton / square centimeter or more by a lateral side surface,
The width of the elevational shape is selected to be smaller by 0.5 mm to 3.5 mm, which is the first length than the width of the space portion, so that a horizontal force cannot be applied by being fitted into the space portion. Sometimes the first length part becomes side clearance,
When a horizontal force is applied, it exerts a strength in the range of 1/8 radians where the wooden building starts to collapse from 1/15 radians, which is not supported by existing load bearing walls, so that a pair of pillars When the width is reduced by inclining, both side surfaces are in close contact with a pair of pillars included in the structural member, thereby receiving a compressive force on both side surfaces and acting as a bearing wall,
When the yield strength is exhibited in the range of 1/15 radians to 1/8 radians, in order to avoid buckling caused by compression of the upper and lower sides of the foamed resin plate-like member by the pair of horizontal members, By forming a notch portion in which the height of the surface shape is smaller than the height of the space portion by a second length of 25 mm to 50 mm, the upper clearance in a state where the notch portion is not applied with a horizontal force. A load-bearing structure for wooden buildings.
前記各構造部材に固定されることなく、当該構造部材に対応する空間部にそれぞれ嵌め込まれる、複数の発泡樹脂板状部材を備え、
前記発泡樹脂板状部材は、
幅方向の側面による圧縮力が5ニュートン/平方センチメートル以上の発泡プラスチック系フォームであって、
その立面形状の幅が前記空間部の幅よりも側面クリアランスだけ小さく選ばれ、かつその立面形状の高さが空間部の高さよりも上部クリアランスだけ小さく選ばれることによって、前記空間部に嵌め込まれたときに前記一対の柱に対して幅方向に側面クリアランスを有するとともに、前記一対の柱が水平力を受けて傾いたときに、その上辺および下辺が横架材に接触しないようにするための切欠部を形成し、
さらに、既存の耐力壁では対応しない1/15ラジアンから木造建築物が倒壊し始めるとされる1/8ラジアンの範囲において耐力を発揮するように、前記側面クリアランスが0.5mm〜3.5mmに選ばれ、かつ前記切欠部が25mm〜50mmに選ばれ、
それによって、前記発泡樹脂板状部材は、水平力が加わることにより、一対の柱が傾いてその幅が狭まったときに、その両側面が前記第1の構造部材に含まれる一対の柱に密接することによって、その両側面で圧縮力を受けて、耐力壁として作用することを特徴とする、木造建築物の耐力構造。 In a wooden building configured by combining a structural member having a space part surrounded by a pair of pillars and a pair of horizontal members,
Without being fixed to each structural member, each having a plurality of foamed resin plate-like members fitted into the space corresponding to the structural member,
The foamed resin plate member is
A foamed plastic foam having a compressive force of 5 Newton / square centimeter or more by a lateral side surface,
The height of the vertical surface is selected to be smaller than the width of the space by the side clearance, and the height of the vertical surface is selected to be smaller by the upper clearance than the height of the space, thereby fitting into the space. In order to prevent the pair of pillars from contacting the horizontal member when the pair of pillars have a lateral clearance in the width direction and the pair of pillars are tilted by receiving a horizontal force. Forming a notch in the
Furthermore, the side clearance is set to 0.5 mm to 3.5 mm so as to exert a proof strength in a range of 1/8 radians, which is assumed to start to collapse from 1/15 radians, which is not supported by existing bearing walls. And the notch is selected from 25 mm to 50 mm,
Thereby, when the pair of pillars are inclined and the width thereof is narrowed by applying a horizontal force, the both sides of the foamed resin plate member are in close contact with the pair of pillars included in the first structural member. The load-bearing structure of a wooden building is characterized in that it acts as a load-bearing wall by receiving a compressive force on both sides thereof.
前記既存の耐力材は、少なくとも1/15ラジアンまでの範囲で耐力を発揮し、前記発泡樹脂板状部材は1/15ラジアン〜1/8ラジアンの範囲で耐力を発揮することにより、広範囲で耐力を発揮することを特徴とする請求項1または請求項2に記載の木造建築物の耐力構造。
In the wooden building, an existing load-bearing material is formed on a plurality of structural members having the first space portion, and is used in combination with the foamed resin plate member.
The existing load-bearing material exhibits a yield strength in a range of at least 1/15 radians, and the foamed resin plate member exhibits a yield strength in a range of 1/15 radians to 1/8 radians. The load-bearing structure of a wooden building according to claim 1 or 2, characterized by
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