JP6054190B2

JP6054190B2 - Optimum section selection method / selection device / selection program for structural materials

Info

Publication number: JP6054190B2
Application number: JP2013016386A
Authority: JP
Inventors: 知弘坂口; 梶原　武志; 武志梶原; 岸田　久之; 久之岸田; 崇浦川; 田中　孝治; 孝治田中; 岡崎　浩徳; 浩徳岡崎; 範久吉村
Original assignee: Daiwa House Industry Co Ltd
Current assignee: Daiwa House Industry Co Ltd
Priority date: 2013-01-31
Filing date: 2013-01-31
Publication date: 2016-12-27
Anticipated expiration: 2033-01-31
Also published as: JP2014149567A

Description

この発明は、工業化住宅等のような、部材配置位置がモジュール化され梁上に作用する荷重が均等に設定した節点位置に限られる建物、特に型式適合認定の建物において、端部支持条件がピン接合の梁に適用される設計支援のための構造材の最適断面選定方法・選定装置・選定プログラムに関する。 The present invention is applicable to buildings such as industrialized houses, etc., where the member arrangement position is modularized and the load acting on the beam is limited to the node position, particularly the building that is approved for type conformity. The present invention relates to a method for selecting an optimal cross section of a structural material, a selection device, and a selection program for design support to be applied to a joint beam.

建物の通常の構造設計では、図１８に示すように、構造計画（Ｑ１）、部品配置（Ｑ２）、および設計荷重の算定（Ｑ３）の後、梁や柱の断面寸法を選定する過程では、予め使用断面を仮定し（Ｑ４）、応力計算（Ｑ５）をしている。そのため、経済的に適正断面の決定（Ｑ６）、つまり検定値が１に近い最適な構造材断面を決定するためには、前記使用断面の仮定（Ｑ４）と応力計算（Ｑ５）とでなる検定フローを繰り返す必要があり、非常に手間がかかる。また、構造設計の専門家が応力計算をし、構造判断をすることが必要となる。 In the normal structural design of buildings, as shown in FIG. 18, in the process of selecting the cross-sectional dimensions of beams and columns after structural planning (Q1), component placement (Q2), and design load calculation (Q3), The cross section for use is assumed in advance (Q4), and the stress is calculated (Q5). Therefore, in order to determine an appropriate cross section economically (Q6), that is, to determine an optimal structural member cross section whose test value is close to 1, a test consisting of the assumption of the cross section used (Q4) and the stress calculation (Q5). It is necessary to repeat the flow, which is very troublesome. In addition, it is necessary for structural design specialists to perform stress calculations and make structural judgments.

また、工業化住宅では、型式適合認定を適用し、個々の建物毎に応力計算するのではなく、国が予め一定の建築基準に適合することを認定した規格（ルール）に従って構造材断面を選定することが必要となる。型式適合認定では、個々の建築物毎に応力解析をして安全性を確認することは認められていない。このため、前記規格（ルール）のみに依存すると、邸別に見た場合、柱や梁などの部材が過剰設計になる場合があり、住宅価格の高騰を招きやすいという問題があった。 For industrialized houses, type conformity certification is applied, and stress calculation is not performed for each building, but structural material cross sections are selected according to standards (rules) that the country has certified in advance to meet certain building standards. It will be necessary. In the type conformity certification, it is not allowed to confirm the safety by performing stress analysis for each building. For this reason, depending on only the standard (rule), there are cases where members such as pillars and beams are excessively designed when viewed by residence, and there is a problem that the house price is likely to rise.

なお、工業化住宅の設計支援方法として、柱・梁、耐力壁で構成された耐力フレーム架構に単位水平荷重を与えて得られる係数によって建物を設計する方法が提案されている（特許文献１）。 As a design support method for industrialized houses, a method has been proposed in which a building is designed with a coefficient obtained by applying a unit horizontal load to a load-bearing frame frame composed of columns, beams, and load-bearing walls (Patent Document 1).

特開２００１−１８３１５号公報JP 2001-18315 A

特許文献１に記載の方法は、工業化住宅の設計支援方法として、架構体の設計を効率的に支援できる方法ではあるが、梁等の個々の部材の断面選定を適切に行おうとするものではない。
従来の方法では、個々の梁等の部材の断面選定を行うには、上記のように断面の仮定と応力計算とを最適断面が得られるまで繰り返して行うか、または型式適合認定の規格〈ルール〉のみに依存して大まかに選ぶため、組み合わせによっては、十分に安全を見込んだ過剰設計とせざるを得ない。 Although the method described in Patent Document 1 is a method that can efficiently support the design of a frame as a design support method for an industrialized house, it does not attempt to appropriately select a cross section of each member such as a beam. .
In the conventional method, in order to select the cross section of each member such as a beam, the assumption of the cross section and the stress calculation are repeated until the optimum cross section is obtained as described above, or the standard for conformity with the model <Rule Because it depends roughly only on>, it can only be overdesigned with sufficient safety in some combinations.

この発明の目的は、端部支持条件がピン接合の梁に適用されて、設計条件に応じた最適な構造材断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用できる構造材の最適断面選定方法、選定装置、および選定プログラムを提供することである。 The object of the present invention is that the end support conditions are applied to a pin-joined beam, and the optimum structural material cross section can be selected easily and quickly according to the design conditions, even if it is not a structural design specialist. It is to provide an optimal cross section selection method, a selection device, and a selection program for structural materials that do not require structural calculation and can be applied to type-certified buildings.

この発明の構造材の最適断面選定方法は、コンピュータを用いて、建物の構造材のうちの少なくとも梁の断面を、登録された各種断面の中から選定する方法であって、
前記梁は端部の支持条件がピン接合であり、
断面の選定対象となる梁上の等分割された各節点に作用する鉛直荷重である節点荷重を全ての節点について入力する節点荷重入力過程（Ｒ１）と、
この入力された各節点の節点荷重をマトリクスの形で表現した節点荷重マトリクス [Ｐ] に、それぞれ定められた係数のマトリクスからなる応力係数マトリクス [α] および変形係数マトリクス [β] を乗算して前記各節点に生じる仮想の応力状態量および変形量を演算する応力・変形量等演算過程（Ｒ２）と、
登録された梁の断面種類毎に予め定められている仮想の許容応力状態量および許容変形量と前記応力・変形量等演算過程で計算された応力状態量および変形量とをそれぞれ比較し、全ての節点の応力状態量および変形量が前記許容応力状態量および許容変形量を満足する断面の梁のうちで定められた優先度が最も高い断面の梁を選ぶ構造材断面選定過程（Ｒ３）とを含む。なお、「登録された梁の断面種類毎に予め定められている」とある中の「予め」とは、「登録時に既に」と言う意味である。
また、上記造材断面選定過程（Ｒ３）において、「登録された梁の断面種類毎に予め定められている仮想の許容応力状態量および許容変形量と前記応力・変形量等演算過程で計算された応力状態量および変形量とをそれぞれ比較し、」とは、登録された値をそのまま用いて比較する場合に限らず、登録された値に、何らかの処理を施した値、例えば安全率を乗じた値を用いて比較し、または常数等を加算した値を用いて比較する場合を含む意味である。 The method for selecting the optimum cross section of the structural material of the present invention is a method of selecting at least a cross section of a beam from among various registered cross sections using a computer.
The beam has an end supporting condition of pin joint,
A nodal load input process (R1) for inputting nodal loads, which are vertical loads acting on each equally divided nodal point on the beam whose cross section is to be selected;
The nodal load matrix [P] representing the nodal load of each inputted node in the form of a matrix is multiplied by a stress coefficient matrix [α] and a deformation coefficient matrix [β] each consisting of a matrix of predetermined coefficients. A calculation process (R2) such as a stress / deformation amount for calculating a virtual stress state amount and a deformation amount generated at each node;
The virtual allowable stress state amount and allowable deformation amount that are predetermined for each cross-sectional type of the registered beam are compared with the stress state amount and deformation amount calculated in the calculation process such as the stress and deformation amount, respectively. A structural member cross-section selection process (R3) for selecting a cross-section beam having the highest priority among the cross-section beams in which the stress state quantity and deformation amount of the nodes satisfy the permissible stress state quantity and permissible deformation quantity; including. Note that “predetermined” among “predetermined for each cross-sectional type of a registered beam” means “already registered”.
In addition, in the above-mentioned material section selection process (R3), “calculated in the calculation process of virtual allowable stress state quantity and allowable deformation amount and stress / deformation amount which are predetermined for each registered beam cross-section type” ”Is not limited to the case where the registered value is used as it is, but the registered value is multiplied by a value obtained by performing some processing, for example, a safety factor. This includes the case where the values are compared using the values obtained or the values obtained by adding the constants are used.

前記節点荷重入力過程（Ｒ１）において、荷重が作用していない節点については、０の値を入力し、前記荷重マトリクス [Ｐ] では０荷重が作用しているとする。
なお、上記の「応力状態量」とは、応力、または曲げモーメント等の応力に換算可能な状態量を言う。また、上記の「仮想の」とは、前記応力状態量および変形量の単位が、必ずしも応力、曲げモーメント、または変形量を示す単位ではなくても良く、応力、曲げモーメント、または変形量を、これらについての許容値と同じ単位で比較できる単位であることを意味する。以下の説明においても、上記と同様である。なお、以下の説明において、「仮想の」と言う語を省略する場合がある。 In the nodal load input process (R1), it is assumed that a value of 0 is input for a node to which no load is applied, and a 0 load is applied in the load matrix [P].
The “stress state quantity” refers to a state quantity that can be converted into stress or stress such as bending moment. In addition, the above-mentioned “virtual” means that the unit of the stress state amount and the amount of deformation does not necessarily indicate a unit of stress, bending moment, or amount of deformation, and stress, bending moment, or amount of deformation It means that the unit can be compared in the same unit as the allowable value for these. The same applies to the following description. In the following description, the word “virtual” may be omitted.

上記各係数マトリクス [α] [β] は、一例を示すと、それぞれ任意の節点に単位荷重が作用した場合に、各節点に作用する応力状態量（例えば、曲げモーメント）および変形量を予め応力計算により示した値を係数として示すことで構成したマトリクスであり、行を荷重節点、列を節点位置で表現される。 For example, each coefficient matrix [α] [β] is a stress state quantity (for example, bending moment) and deformation amount acting on each node when a unit load is applied to any node. It is a matrix constructed by showing the values shown by calculation as coefficients, and the rows are represented by load nodes and the columns are represented by node positions.

この方法によると、梁に生じる仮想の応力状態量および変形量と、登録された梁の断面種類毎に予め定められている仮想の許容応力状態量および許容変形量とをそれぞれ比較し、梁の断面を選ぶため、過剰に余裕を見込むことなく、設計条件に応じて適切な断面の梁を選ぶことができる。梁に生じる仮想の応力状態量および変形量は、各節点に作用する節点荷重を入力することで、係数のマトリクスからなる応力係数マトリクスおよび変形係数マトリクスを乗算することで得られるため、精度良く求めることができる。このため、設計条件に応じた最適な梁断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行える。また、構造計算が不要で、特に、型式適合認定の建物にも適用できて、型式適合認定を受けた工業化建築の設計の支援が行え、邸別の最適化設計を容易に行うことができる。 According to this method, the virtual stress state amount and deformation amount generated in the beam are compared with the virtual allowable stress state amount and allowable deformation amount determined in advance for each registered beam cross-section type, respectively. Since a cross section is selected, a beam having an appropriate cross section can be selected according to design conditions without excessively allowing for a margin. The virtual stress state amount and deformation amount generated in the beam can be obtained accurately by multiplying the stress coefficient matrix and deformation coefficient matrix consisting of coefficient matrixes by inputting the nodal load acting on each node. be able to. For this reason, selection of the optimal beam cross section according to the design conditions can be performed easily and quickly even without being a structural design expert. Further, structural calculation is not required, and it can be applied to a type-certified building in particular, can support the design of an industrialized building that has received the type-certified type, and can easily perform optimization design for each house.

前記の「定められた優先度」は、例えば、断面諸元が最も小さな断面の梁であること、または価格が最も安価であること等である。前記「断面諸元」は、断面二次モーメント、断面係数、断面積などであり、これらのうち、いずれか一つまたは複数の組み合わせを優先度に用いる。「定められた優先度」が、最も小さな断面の梁であることである場合は、設計条件に応じて、最適な断面、すなわち仮想の許容応力状態量及び変形量が仮想の応力状態量及び変形量を上回っており、かつその差が零に最も近い断面の梁を、登録断面の中から容易に選定することができる。「定められた優先度」が、最も価格の易い梁であることである場合は、設計条件に応じて、最も低コストの梁を容易に選定することができる。なお、「定められた優先度」として、梁断面以外を条件とする場合は、その優先度を示す値、例えば価格等についても各梁の断面と共に登録しておき、その登録された値を優先度の判断に用いる。 The “predetermined priority” is, for example, that the cross-sectional specification is the beam having the smallest cross-section, or that the price is the lowest. The “section parameters” are a section moment of inertia, a section modulus, a section area, and the like, and any one or a combination of these is used as a priority. If the “predetermined priority” is the beam with the smallest cross section, the optimum cross section, that is, the virtual allowable stress state quantity and deformation amount is the virtual stress state quantity and deformation amount according to the design conditions. A beam having a cross section exceeding the amount and having the difference closest to zero can be easily selected from the registered cross sections. When the “predetermined priority” is the beam with the most cost, the beam with the lowest cost can be easily selected according to the design conditions. In addition, when a condition other than the beam cross section is used as the “predetermined priority”, a value indicating the priority, for example, a price, etc., is registered together with the cross section of each beam, and the registered value is prioritized. Used to determine the degree.

また、前記のように、構造材断面選定過程（Ｒ３）では、登録された梁の断面種類毎に予め定められている仮想の許容応力状態量および許容変形量のいずれ一方または両方につき、任意の安全率を乗じた値を、前記応力状態量および変形量との比較に用いても良い。この場合に、前記安全率は常に一定の率としても良く、複数種類定められた安全率の中から選択し、または予め定められた範囲内で、計算毎に任意に決めても良い。
これにより、例えば、個々の建物の施主の希望に応じて、検定値が１に近い構造材断面を決定したり、より安全性の高い構造材断面を決定したりすることが選択できる。 Further, as described above, in the structural material cross-section selection process (R3), any one or both of the virtual allowable stress state quantity and the allowable deformation quantity predetermined for each cross-sectional type of the registered beam are arbitrarily set. A value multiplied by the safety factor may be used for comparison with the stress state quantity and the deformation quantity. In this case, the safety factor may always be a constant factor, selected from a plurality of types of safety factors, or arbitrarily determined for each calculation within a predetermined range.
Thereby, for example, according to the desire of the owner of each building, it is possible to select to determine a structural material cross section whose test value is close to 1 or to determine a safer structural material cross section.

この発明の構造材の最適断面選定方法において、前記応力係数マトリクス [α] および変形係数マトリクス [β] は、それぞれ、梁スパンおよび前記節点の数が異なる梁毎に設けられて、前記定められた係数が縦横の行列として並び、その行および列の数がいずれも節点数であり、前記応力・変形量等演算過程（Ｒ２）で用いる前記応力係数マトリクスおよび変形係数マトリクスは、梁断面の選定対象となる梁と同じ梁スパンおよび節点数のマトリクスであっても良い。
このような梁スパン，節点数毎に設けられた応力係数マトリクス [α] および変形係数マトリクス [β] を用い、そのうちで、梁断面の選定対象となる梁と同じ梁スパンおよび節点数のマトリクスを用いることで、前記各節点に生じる仮想の応力状態量および変形量を簡単にかつ精度良く演算することができ、より一層適切に梁断面を選定することができる。 In the optimum cross-section selection method for a structural material of the present invention, the stress coefficient matrix [α] and the deformation coefficient matrix [β] are provided for each beam having a different beam span and the number of nodes, respectively. Coefficients are arranged as vertical and horizontal matrices, and the number of rows and columns is the number of nodes. The stress coefficient matrix and the deformation coefficient matrix used in the calculation process (R2) such as stress and deformation amount are the selection targets of the beam cross section. The same beam span and number of nodes may be used.
Using the stress coefficient matrix [α] and the deformation coefficient matrix [β] provided for each beam span and number of nodes, the same beam span and number of nodes as the beam to be selected for the beam cross section are used. By using this, it is possible to easily and accurately calculate the virtual stress state amount and deformation amount generated at each node, and to select a beam cross section more appropriately.

この発明方法において、前記節点荷重マトリクス [Ｐ] に、定められた係数のマトリクスからなる支点反力係数マトリクス [ε] を乗算して前記梁の各支点に生じる仮想の支点反力を演算する支点反力演算過程（Ｒ２ｂ）と、
登録された柱の断面種類毎に定められている仮想の許容耐力と前記支点反力演算過程（Ｒ２ｂ）で得られた支点反力とを前記各支点毎に比較し、前記各支点毎に、前記許容耐力を満足する柱のうちで定められた優先度が最も高い断面の柱を選ぶ柱選定過程（Ｒ３ｂ）とを含んでも良い。
前記支点反力係数マトリクス [ε] は、例えば、単純梁の任意の節点に単位荷重が作用した場合に、節点の単位荷重に対する梁端部の支点反力の割増係数を示したものである。 In the method of the present invention, the nodal load matrix [P] is multiplied by a fulcrum reaction force coefficient matrix [ε] comprising a matrix of predetermined coefficients to calculate a fulcrum reaction force generated at each fulcrum of the beam. Reaction force calculation process (R2b),
The virtual allowable proof stress determined for each registered column cross-sectional type and the fulcrum reaction force obtained in the fulcrum reaction force calculation process (R2b) are compared for each fulcrum, and for each fulcrum, A column selection process (R3b) for selecting a column having a cross section with the highest priority among the columns satisfying the allowable proof stress may be included.
The fulcrum reaction force coefficient matrix [ε] indicates, for example, an additional coefficient of the fulcrum reaction force at the end of the beam with respect to the unit load of the node when a unit load is applied to an arbitrary node of the simple beam.

この場合、求められた支点反力と、登録された柱の断面種類毎に予め定められている仮想の許容耐力と比較して柱の断面を選ぶため、過剰に余裕を見込むことなく、適切な断面の柱を選ぶことができる。柱に生じる支点反力は、各節点に作用する節点荷重を入力することで、定められた係数のマトリクスからなる支点反力係数マトリクスを乗算して得られるため、精度良く求めることができる。このため、設計条件に応じて最適な柱断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物の設計支援にも適用できる。
前記各節点に作用する節点荷重の入力は、梁断面を選ぶ過程で入力するため、柱断面を選ぶために再入力する必要がない。そのため、各節点に作用する節点荷重を入力することで、最適な梁断面と最適な柱断面との両方を選ぶことができる。 In this case, since the cross section of the column is selected in comparison with the calculated fulcrum reaction force and the virtual allowable proof stress determined in advance for each registered column cross-section type, an appropriate amount can be obtained without excessive allowance. You can choose a cross-sectional column. The fulcrum reaction force generated in the column is obtained by multiplying a fulcrum reaction force coefficient matrix made up of a matrix of predetermined coefficients by inputting a nodal load acting on each node, and can be obtained with high accuracy. For this reason, the optimum column cross section can be selected easily and quickly according to the design conditions, even if you are not a structural design specialist, structural calculations are not required, and it can also be applied to design support for type-certified buildings. .
Since the input of the nodal load acting on each node is input in the process of selecting the beam section, it is not necessary to input again to select the column section. Therefore, it is possible to select both the optimum beam section and the optimum column section by inputting the nodal load acting on each node.

またこの場合に、前記断面の選定対象となる梁が、両端と中間とに柱で支持される支点があって連続梁と見なすときは、節点荷重入力過程（Ｒ１）で入力された各節点の節点荷重に対して、前記中間の支点となる節点について、この中間の支点の支点反力の値を、絶対値が同じでマイナスの値として節点荷重に加えた値を、前記荷重をマトリクスとして用いて、前記応力・変形量等演算過程（Ｒ２）における前記応力状態量および変形量の演算、および前記支点反力演算過程（Ｒ２ｂ）における支点反力の演算を行うようにしても良い。
これにより、中間に柱で支持される支点がある梁について、両端支持の単純梁に置き換えて、梁に生じる仮想の応力状態量および変形量、並びに柱に作用する支点反力を求めることができる。 Further, in this case, when the beam to be selected for the cross section has a fulcrum supported by columns at both ends and in the middle, and is regarded as a continuous beam, each of the nodes input in the nodal load input process (R1). With respect to the nodal load, with respect to the nodal point serving as the intermediate fulcrum, the value of the fulcrum reaction force of the intermediate fulcrum is added to the nodal load as the negative value with the same absolute value, and the load is used as a matrix. Then, the calculation of the stress state amount and the deformation amount in the calculation process (R2) of the stress / deformation amount and the calculation of the fulcrum reaction force in the fulcrum reaction force calculation process (R2b) may be performed.
As a result, a beam having a fulcrum supported by a column in the middle can be replaced with a simple beam supported at both ends, and a virtual stress state amount and deformation amount generated in the beam and a fulcrum reaction force acting on the column can be obtained. .

この発明の構造体の設計支援方法は、
柱および梁を用いて梁端部の支持条件がピン接合の３次元の架構体のモデルを設計する過程（Ｍ１，Ｍ２）と、
前記架構体のモデルから柱梁接合部毎に梁を分解する過程（Ｍ３）と、
分解された各梁につき断面を選定する過程（Ｍ４〜Ｍ７）とを含み、
この断面を選定する過程（Ｍ４〜Ｍ７）に、この発明の上記いずれかの構成の構造材の最適断面選定方法を適用することを特徴とする。
この方法によると、この発明の構造材の最適断面選定方法を用いるため、設計条件に応じた最適な構造材断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行える。また、構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 The structure design support method of the present invention comprises:
A process (M1, M2) for designing a model of a three-dimensional frame structure in which the support conditions of the beam end using pins and beams are pin-joined,
A process (M3) of disassembling the beam for each column beam joint from the frame model;
Selecting a cross section for each disassembled beam (M4 to M7),
In the process of selecting the cross section (M4 to M7), the method for selecting an optimal cross section of the structural material having any one of the above-described structures of the present invention is applied.
According to this method, since the method for selecting the optimum cross section for the structural material according to the present invention is used, the optimum structural material cross section corresponding to the design condition can be easily and quickly selected even by a structural design specialist. In addition, structural calculation is not required, and it can be applied to buildings that have been certified for type conformity, and can support the design of industrialized buildings that have received type conformity certification.

この発明の構造材の最適断面選定装置（２１）は、建物の構造材のうちの少なくとも梁の断面を、登録された各種断面の中から選定する構造材の最適断面選定装置（２１）であって、
前記梁は端部の支持条件がピン接合であり、
断面の選定対象となる梁上の等分割された各節点に作用する鉛直荷重である節点荷重につき、入力手段から入力された全ての節点についての荷重を記憶する入力節点荷重記憶手段（３２）と、
それぞれ予め定められた係数のマトリクスからなる応力係数マトリクス [α] および変形係数マトリクス [β] を記憶した係数マトリクス記憶部（３４）を有し、前記節点荷重入力記憶手段（３２）に記憶された各節点の節点荷重をマトリクスの形で表現した節点荷重マトリクス [Ｐ] に、前記係数マトリクス記憶部（３４）に記憶されている前記応力係数マトリクス [α] および変形係数マトリクス [β] をそれぞれ乗算して前記各節点に生じる仮想の応力状態量および変形量を演算する応力・変形量等演算手段（３３）と、
梁の断面種類毎に許容応力状態量および許容変形量を登録した構造材断面毎・許容値登録手段（３６）と、
この構造材断面毎・許容値登録手段（３６）に登録されている前記梁の断面種類毎の許容応力状態量および許容変形量と前記応力・変形量等演算手段（３３）で計算された応力状態量および変形量とをそれぞれ比較し、全ての節点の応力状態量および変形量が前記許容応力状態量および許容変形量を満足する断面の梁のうちで定められた優先度が最も高い断面の梁を選ぶ構造材断面選定手段（３５）とを備える、
ことを特徴とする。 The structural material optimum section selecting device (21) according to the present invention is a structural material optimum section selecting device (21) for selecting at least a cross section of a beam from among various registered cross sections among building structural materials. And
The beam has an end supporting condition of pin joint,
Input node load storage means (32) for storing loads for all nodes inputted from the input means for nodal loads, which are vertical loads acting on each equally divided node on the cross section selection target beam; ,
Each has a coefficient matrix storage unit (34) storing a stress coefficient matrix [α] and a deformation coefficient matrix [β] each consisting of a predetermined coefficient matrix, and stored in the nodal load input storage means (32). The nodal load matrix [P] representing the nodal load of each node in the form of a matrix is multiplied by the stress coefficient matrix [α] and the deformation coefficient matrix [β] stored in the coefficient matrix storage unit (34), respectively. A stress / deformation amount calculation means (33) for calculating virtual stress state quantities and deformation amounts generated at the respective nodes;
Each structural material cross-section and permissible value registration means (36) in which the permissible stress state amount and permissible deformation amount are registered for each cross-section type of the beam,
The stress calculated by the calculation means (33) such as the allowable stress state quantity and the allowable deformation amount and the stress / deformation amount for each cross-sectional type of the beam registered in the structural material cross-section / tolerance value registration means (36). The state quantity and the deformation quantity are respectively compared, and the stress state quantity and the deformation quantity of all the nodes are determined to be the highest priority among the cross-section beams satisfying the allowable stress state quantity and the allowable deformation quantity. A structural material cross-section selecting means (35) for selecting a beam;
It is characterized by that.

この構成の構造材の最適断面選定装置（２１）によると、この発明方法について前述した内容と同様に、設計条件に応じた最適な梁断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用できる。 According to the optimum section selection device (21) for the structural material having this configuration, the selection of the optimum beam section according to the design conditions can be easily performed even if it is not a structural design expert, as described above for the method of the present invention. It can be done quickly and requires no structural calculations, and can be applied to type-certified buildings.

この発明の構造材の最適断面選定装置（２１）において、前記節点荷重マトリクス [Ｐ] に、定められた係数のマトリクスからなる支点反力係数マトリクス [ε] を乗算して前記梁の各支点に生じる仮想の支点反力を演算する支点反力演算部（３３ｂ）と、
柱の断面種類毎に許容耐力が登録された柱断面毎・許容値登録部（３６ｂ）と、
この柱断面毎・許容値登録部（３６ｂ）に登録された柱の断面種類毎に定められている仮想の許容耐力と前記支点反力演算部（３３ｂ）で得られた支点反力とを前記各支点毎に比較し、前記各支点毎に、前記許容耐力を満足する柱のうちで定められた優先度が最も高い断面の柱を選ぶ柱断面選定部（３５ｂ）とを備えるようにしても良い。 In the optimum section selecting apparatus (21) for a structural material according to the present invention, the nodal load matrix [P] is multiplied by a fulcrum reaction force coefficient matrix [ε] composed of a matrix of predetermined coefficients, and each fulcrum of the beam is applied. A fulcrum reaction force calculation unit (33b) for calculating a virtual fulcrum reaction force generated;
Each column cross-section / allowable value registration section (36b) in which the allowable proof stress is registered for each column cross-section type,
The virtual allowable proof stress and the fulcrum reaction force obtained by the fulcrum reaction force calculation unit (33b) defined for each column cross-section type registered in the column cross-section and permissible value registration unit (36b) A comparison is made for each fulcrum, and each fulcrum is provided with a column cross-section selection part (35b) for selecting a column having the highest priority among the columns satisfying the allowable proof stress. good.

この構成の場合、この発明方法について前述した内容と同様に、設計条件に応じた最適な柱断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 In the case of this configuration, in the same manner as described above for the method of the present invention, it is possible to easily and quickly select the optimal column cross section according to the design conditions, even if it is not a structural design expert, and no structural calculation is required. It can also be applied to type-certified buildings, and can support the design of industrialized buildings that have received type-certification.

この発明の構造材の最適断面選定プログラム（１７）は、コンピュータで実行され、建物の構造材のうちの少なくとも梁の断面を、登録された各種断面の中から選定するプログラムであって、
前記梁は端部の支持条件がピン接合であり、
断面の選定対象となる梁上の等分割された各節点に作用する鉛直荷重である節点荷重につき、入力手段から入力された全ての節点についての荷重を定められた記憶領域に記憶する入力節点荷重記憶手順（Ｓ１）と、
この記憶された各節点の節点荷重をマトリクスの形で表現した節点荷重マトリクス [Ｐ] に、それぞれ定められた係数のマトリクスからなる応力係数マトリクス [α] および変形係数マトリクス [β] を乗算して前記各節点に生じる仮想の応力状態量および変形量を演算する応力・変形量等演算手順（Ｓ２）と、
所定の記憶領域（３６）に登録された梁の断面種類毎に定められている仮想の許容応力状態量および許容変形量と前記応力・変形量等演算手順（Ｓ２）で計算された応力状態量および変形量とをそれぞれ比較し、全ての節点の応力状態量および変形量が前記許容応力状態量および許容変形量を満足する断面の梁のうちで定められた優先度が最も高い断面の梁を選ぶ構造材断面選定手順（Ｓ３）とを含む。 The optimal cross-section selection program (17) for a structural material according to the present invention is a program that is executed by a computer and selects at least a cross-section of a beam from among various cross-sections registered in a building structural material,
The beam has an end supporting condition of pin joint,
Input nodal load that stores the loads for all nodes input from the input means in the specified storage area for the nodal loads that are vertical loads acting on each equally divided node on the cross section selection target beam Storage procedure (S1);
The nodal load matrix [P] representing the nodal load of each stored node in the form of a matrix is multiplied by a stress coefficient matrix [α] and a deformation coefficient matrix [β] each consisting of a matrix of predetermined coefficients. A calculation procedure (S2) such as a stress / deformation amount for calculating a virtual stress state amount and a deformation amount generated at each node;
Virtual allowable stress state quantity and allowable deformation quantity defined for each cross-sectional type of the beam registered in the predetermined storage area (36) and stress state quantity calculated in the calculation procedure (S2) such as the stress / deformation quantity And the amount of deformation of each of the nodes, and the stress state quantity and deformation amount of all the nodes of the cross-section beams satisfying the allowable stress state quantity and the allowable deformation quantity are determined to have the highest priority. And a structural material section selection procedure (S3) to be selected.

この構成の最適断面選定プログラム（１７）によると、この発明方法について前述した内容と同様に、設計条件に応じた最適な梁断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 According to the optimum section selection program (17) of this configuration, the optimum beam section selection according to the design conditions can be easily and quickly performed even if it is not a structural design expert, in the same manner as described above for the method of the present invention. It can be applied to buildings that have been certified for type conformity, and can be used to support the design of industrialized buildings that have received type conformity certification.

この発明の構造材の最適断面選定方法によると、端部支持条件がピン接合の梁に適用されて、設計条件に応じた最適な構造材断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 According to the optimum section selection method for a structural material of the present invention, the end support condition is applied to a pin-joined beam, and it is not necessary to select the optimal structural section according to the design condition even if it is not a structural design expert. It can be done easily and quickly, does not require structural calculations, can be applied to type-certified buildings, and can support the design of industrialized buildings that have received type-certification.

この発明の構造体の設計支援方法によると、設計条件に応じた最適な構造材断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行える。また、構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 According to the structure design support method of the present invention, the selection of the optimum structural material section according to the design conditions can be performed easily and quickly even if it is not a structural design specialist. In addition, structural calculation is not required, and it can be applied to buildings that have been certified for type conformity, and can support the design of industrialized buildings that have received type conformity certification.

この発明の構造材の最適断面選定装置によると、端部支持条件がピン接合の梁に適用されて、設計条件に応じた最適な構造材断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 According to the optimum section selection apparatus for structural materials of the present invention, the end support conditions are applied to a pin-joined beam, and the optimum structural section selection according to the design conditions is not required by a structural design specialist. It can be done easily and quickly, does not require structural calculations, can be applied to type-certified buildings, and can support the design of industrialized buildings that have received type-certification.

この発明の構造材の最適断面選定プログラムによると、端部支持条件がピン接合の梁に適用されて、設計条件に応じた最適な構造材断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用でき、型式適合認定を受けた工業化建築の設計の支援が行える。 According to the optimum section selection program for structural materials of the present invention, the end support conditions are applied to a pin-joined beam, and the optimum structural section selection according to the design conditions is not required by a structural design specialist. It can be done easily and quickly, does not require structural calculations, can be applied to type-certified buildings, and can support the design of industrialized buildings that have received type-certification.

この発明の一実施形態に係る構造体の設計支援方法を示す流れ図である。It is a flowchart which shows the design support method of the structure based on one Embodiment of this invention. 設計支援および構造材断面の選定の対象となる建物の概念構成を示す模式図である。It is a schematic diagram which shows the conceptual structure of the building used as the object of design support and selection of a structural material cross section. 同模式図から抽出した単純梁モデルの説明図である。It is explanatory drawing of the simple beam model extracted from the schematic diagram. 同模式図から抽出した連続梁モデルの説明図である。It is explanatory drawing of the continuous beam model extracted from the schematic diagram. 同構造体の設計支援方法を示す他の流れ図である。It is another flowchart which shows the design support method of the structure. 同構造体の設計支援方法の各過程を構造材のモデルで示す説明図である。It is explanatory drawing which shows each process of the design support method of the structure with the model of a structural material. 構造材の最適断面を選定する作業フローを平面計画から示す流れ図である。It is a flowchart which shows the work flow which selects the optimal cross section of a structural material from a plane plan. この発明の一実施形態に係る構造材の最適断面選定方法の概要を示す流れ図である。It is a flowchart which shows the outline | summary of the optimal cross-section selection method of the structural material which concerns on one Embodiment of this invention. 同最適断面選定方法を構造材のモデルと共に説明する説明図である。It is explanatory drawing explaining the same optimal cross-section selection method with the model of a structural material. 同最適断面選定方法に用いるコンピュータの一例の説明図である。It is explanatory drawing of an example of the computer used for the same optimal cross-section selection method. この発明の一実施形態に係る構造材の最適断面選定装置の概念構成を示すブロック図である。It is a block diagram which shows the conceptual structure of the optimal cross-section selection apparatus of the structural material which concerns on one Embodiment of this invention. 同最適断面選定方法および装置で用いる各種の係数マトリクスの概念図である。It is a conceptual diagram of the various coefficient matrices used with the same optimal cross-section selection method and apparatus. 同最適断面選定方法および装置で用いる構造材断面毎・許容値登録手段の一例を示す概念図である。It is a conceptual diagram which shows an example of every structural-material cross section and permissible value registration means used with the optimal cross-section selection method and apparatus. この発明の一実施形態に係る構造材の最適断面選定プログラムの各手順を示す流れ図である。It is a flowchart which shows each procedure of the optimal cross-section selection program of the structural material which concerns on one Embodiment of this invention. 同最適断面選定方法により梁断面を選定する過程を梁モデルおよび数値例と共に示す単純梁モデルの場合の説明図である。It is explanatory drawing in the case of the simple beam model which shows the process of selecting a beam cross section with the same optimal cross-section selection method with a beam model and a numerical example. 図１５の一部を抽出して示す説明図である。It is explanatory drawing which extracts and shows a part of FIG. 同最適断面選定方法により梁断面を選定する過程を梁モデルおよび数値例と共に示す連続梁モデルの場合の説明図である。It is explanatory drawing in the case of the continuous beam model which shows the process of selecting a beam cross section with the same optimal cross-section selection method with a beam model and a numerical example. 従来例の流れ図である。It is a flowchart of a prior art example.

この発明の一実施形態を図面と共に説明する。図１は、構造体の設計支援方法を示し、建物の構造計画から、梁，柱等の構造材の断面決定までの概要を示す。構造材断面選定の対象となる建物は、梁の端部支持構造がピン接合の鉄骨系軸組構造の建物、例えば図２に架構体のモデルを示すように、柱１と大梁である梁２とが柱梁接合部５でピン接合され、耐力フレーム４等が組まれた柱梁骨組架構を持つ建物である。大梁である梁２の間に小梁である梁３が設けられていても良いが、断面選定の対象となる梁は、大梁である梁２である。この明細書において、特に説明をしない場合は、「梁」は大梁を意味する。またこの方法の対象となる建物は、工業化住宅やシステム建築物等のような、部品配置位置がモジュール化され、梁２上に、梁２を１／ｎ（ｎ：２以上の整数）に、具体的には１／２，１／３，…１／１００というように均等間隔に設定した節点位置に限られる構造である。なお、モジュール化において、１モジュールは、一般的には８００〜１１００mm程度の範囲で、例えば９１０mmに設定される。 An embodiment of the present invention will be described with reference to the drawings. FIG. 1 shows a structure design support method and shows an outline from a structural plan of a building to a cross-section determination of a structural material such as a beam or a column. The building for which the structural material cross section is selected is a steel frame structure in which the end support structure of the beam is a pin connection, for example, a beam 2 that is a pillar 1 and a beam 2 as shown in FIG. Is a building having a column beam frame structure in which the beam-beam joint portion 5 is pin-joined and the load-bearing frame 4 and the like are assembled. The beam 3 that is a small beam may be provided between the beams 2 that are large beams, but the beam that is a target of cross-section selection is the beam 2 that is a large beam. In this specification, unless otherwise specified, “beam” means a large beam. Moreover, the building which becomes the object of this method, such as an industrialized house or a system building, is modularized in the component arrangement position, and on the beam 2, the beam 2 is 1 / n (n: an integer of 2 or more), Specifically, the structure is limited to the node positions set at equal intervals such as 1/2, 1/3,. In modularization, one module is generally set in a range of about 800 to 1100 mm, for example, 910 mm.

工業化住宅やシステム建築物では、使用する梁２や柱１等の構造材は、断面（断面形状および断面寸法）が、国が予め一定の建築基準に適合することを認定した規格（ルール）にのっとって複数種類決まっていて、その中から選んで使用される。また、部材寸法や取り合い位置が規格化されモジュール化されている。このような建物の場合に、この構造材の最適断面選定方法が効果的に適用される。 In industrialized houses and system buildings, the structural materials such as beams 2 and pillars 1 that are used are cross-sectional (cross-sectional shape and cross-sectional dimensions) that conform to the standards (rules) that the country has previously conformed to certain building standards. There are a number of different types that are selected and used. In addition, the member dimensions and connection positions are standardized and modularized. In the case of such a building, the optimum cross-section selection method for the structural material is effectively applied.

図１において、先ず、建物全体の柱梁骨組架構の構造計画を行い（Ｎ１）、部品配置（Ｎ２）、設計荷重の算定（Ｎ３）を行う。同図では単に「荷重」と称しているが、算定する設計荷重は、梁２については、各節点ｐの位置に作用する荷重と、その節点位置で梁２に作用する応力状態量（実施形態では曲げモーメント）と、変形量とである。
一方、使用する梁２および柱１等の構造材の断面については、使用する複数種類のものを予め登録し（Ｎ５）、その登録した各断面の梁２，柱１の耐力の一覧を予め設けておく（Ｎ６）。 In FIG. 1, first, the structural plan of the column beam frame of the entire building is performed (N1), the component arrangement (N2), and the design load calculation (N3). In the figure, although simply referred to as “load”, the calculated design load for the beam 2 is a load acting on the position of each node p and a stress state quantity acting on the beam 2 at the node position (the embodiment) (Bending moment) and deformation amount.
On the other hand, regarding the cross section of the structural material such as the beam 2 and the column 1 to be used, a plurality of types to be used are registered in advance (N5), and a list of the proof stress of the beam 2 and the column 1 of each registered cross section is provided in advance. (N6).

上記の設計荷重の算定の過程（Ｎ３）で算定した梁２に作用する荷重と、前記耐力一覧（Ｎ６）の各梁の耐力とをそれぞれ比較し（Ｎ４）、登録した断面の中から、荷重条件を上回る耐力を有し、かつ優先度が最も高い断面を選ぶ（Ｎ７）。優先度が梁断面である場合、荷重条件に最も近い断面の梁を選ぶ。ここでは、各梁断面が持つ耐力値を定量的に評価し、梁上に作用する鉛直荷重である節点荷重を、評価した耐力値と比較できるように、梁の耐力値と同じ次元の設計値に変換するように工夫している。
ここで言う「荷重」または「荷重条件」は、具体的には、この実施形態では応力状態量（例えば曲げモーメント）と変形量であり、また「耐力」は、定められた応力状態量の許容値、および変形量の許容値である。なお、この明細書において、説明の簡明のために、作用する応力や変形量を単に「荷重」と称し、これに対する許容値を「耐力」と称する場合がある。 The load acting on the beam 2 calculated in the calculation load calculation process (N3) described above is compared with the proof stress of each beam in the proof stress list (N6) (N4). A cross section having a yield strength exceeding the conditions and having the highest priority is selected (N7). If the priority is a beam section, select the beam with the section closest to the load condition. Here, the design value of the same dimension as the beam strength value is used so that the strength value of each beam section can be quantitatively evaluated and the nodal load, which is the vertical load acting on the beam, can be compared with the evaluated strength value. It is devised to convert to.
Specifically, the “load” or “load condition” referred to here is a stress state quantity (for example, a bending moment) and a deformation amount in this embodiment, and the “proof strength” is a tolerance of a predetermined stress state quantity. Value, and an allowable value of deformation. In this specification, in order to simplify the explanation, the applied stress and deformation amount may be simply referred to as “load”, and the allowable value for this may be referred to as “proof strength”.

この実施形態の構造材の最適断面選定方法・選定装置・選定プログラムは、図１における、設計荷重の算定（Ｎ３）のうち、各節点位置に作用する荷重の計算後の、応力状態量および変形量の計算，入力と、使用断面の登録および一覧の作成（Ｎ５，Ｎ６）、荷重と耐力の比較（Ｎ４）、適正断面の決定（Ｎ７）の過程に適用される。 The optimum cross-section selection method / selection apparatus / selection program for the structural material of this embodiment is the stress state quantity and deformation after calculation of the load acting on each node position in the design load calculation (N3) in FIG. It is applied to the process of calculation, input of quantity, registration and creation of list of used sections (N5, N6), comparison of load and proof stress (N4), and determination of appropriate section (N7).

このように、登録断面の耐力一覧を設けておき、作用する荷重と耐力とをそれぞれ比較して適正断面を選ぶ単純な照査方法であるため、システム化が容易であり、応力計算等の構造的な判断が不要となる。 In this way, it is a simple verification method that provides a list of proof stresses for registered cross sections and selects the appropriate cross section by comparing the applied load and proof stress. Unnecessary judgment is not necessary.

また、梁の耐力値に安全率を乗じることで、全ての部材を設定した安全率以内とすることができる。
すなわち、登録断面の耐力一覧に設定された耐力と、作用する荷重とを比較するときに、耐力（仮想の許容応力状態量および仮想の許容変形量）は、登録された値に安全率を乗じた値を用いて比較しても良い。登録された値をそのまま用いると構造検定値が１にできるだけ近い断面が選択されるが、安全率を乗じた値を用いることで、より安全性の高い構造材断面を決定することができ、全ての部材を設定した安全率以内とすることができる。安全率を乗じるか否か、また安全率を乗じる場合に安全率をどのような値とするかは、例えば、建物の施主と設計者の協議により定めればよい。 Further, by multiplying the proof strength value of the beam by the safety factor, all members can be within the set safety factor.
That is, when comparing the proof stress set in the proof stress list of the registered section and the applied load, the proof stress (virtual allowable stress state quantity and virtual allowable deformation amount) is multiplied by the registered safety factor. You may compare using the value. If the registered value is used as it is, a cross section with a structure test value as close as possible to 1 is selected, but by using a value multiplied by the safety factor, a safer structural material cross section can be determined, The safety factor can be within the set safety factor. Whether or not to multiply the safety factor, and what value the safety factor should be when multiplying by the safety factor may be determined by discussion between the owner of the building and the designer, for example.

整理すると、次の利点が得られる。
・登録断面の中から最適断面を選ぶことができる。
・構造材断面選定において、応力計算の必要がない。
・システム化することで、部材配置が終了すると同時に構造材断面が決定できる仕組みを容易に構成できる。
・構造の専門家が応力の可否を判断する必要がない。
・設定した設計クライテリアの範囲内に自動的に部材が選定される仕組みであるため、架構を構成する柱梁部材の変形、応力の性能を一律に制御できる。 Arranging can provide the following advantages.
-The optimum cross section can be selected from the registered cross sections.
-There is no need to calculate stress when selecting the cross-section of the structural material.
-By systematization, it is possible to easily configure a mechanism that can determine the cross-section of the structural material at the same time as the arrangement of members is completed.
-There is no need for structural experts to determine whether stress is possible.
・ Since the members are automatically selected within the set design criteria, the deformation and stress performance of the column beam members constituting the frame can be controlled uniformly.

さらに、この断面選定過程で、応力状態量の許容応力状態量に対する比率が、部材の安全率（検定値）に相当し、変形量の許容変形量に対する比率を変形量に乗じることで、部材の計算上の変形量が導き出せ、結果としてこの最適断面選定法により、構造材の構造性能（応力安全率・変形量）の見える化を行うことができる。すなわち、応力状態量および変形量には、計算の簡易や迅速のために、応力や長さの単位とは異なる単位で示した仮想の応力状態量および変形量を用いているが、
構造材の仮の選定の後に、その選定された構造材を用いた場合に、実際の応力および長さの単位でそれぞれ示される応力および変形量を換算により求めることで、施主や設計者が応力および変形量を知ることができる。そのため、応力や変形量を設計者等が確認した上で、その仮に選定した構造材に決定し、あるいは再度の条件を変えた選定を行うことができる。一例として、後述の例では、仮想の変形量を（Ｐ‘’）で表しているが、この（仮想の変形量）に（Ｌ^３/６ＥＩ）を乗じることで、実際の変形量を求めることができる。 Furthermore, in this cross-section selection process, the ratio of the stress state quantity to the allowable stress state quantity corresponds to the safety factor (certification value) of the member, and by multiplying the deformation quantity by the ratio of the deformation quantity to the allowable deformation quantity, The amount of deformation in calculation can be derived, and as a result, the structural performance (stress safety factor and amount of deformation) of the structural material can be visualized by this optimum cross-section selection method. In other words, the stress state quantity and the deformation amount use virtual stress state quantities and deformation amounts shown in units different from the units of stress and length for the simplicity and speed of calculation.
After temporary selection of structural material, when the selected structural material is used, the owner and the designer can calculate the stress and deformation amount shown in units of actual stress and length by conversion. And the amount of deformation can be known. Therefore, after a designer or the like confirms the stress and the deformation amount, it is possible to determine the structural material that has been temporarily selected, or to perform selection by changing the conditions again. As an example, in the example to be described later, the virtual deformation amount is represented by (P ″), but the actual deformation amount is obtained by multiplying (virtual deformation amount) by (L ³ / 6EI). Can do.

なお、主に梁２につき説明したが、上記と同様に柱１についても耐力値を設定し、梁上の鉛直荷重である節点荷重を集計した値との比較で最適断面を決定する。基礎梁については、上記大梁である梁２と同様に最適断面を決定しても良く、また他の手法で最適断面を決定しても良い。 Although the beam 2 has been mainly described, the proof stress value is also set for the column 1 in the same manner as described above, and the optimum cross section is determined by comparison with a value obtained by summing nodal loads, which are vertical loads on the beam. As for the foundation beam, the optimum cross section may be determined in the same manner as the beam 2 which is the large beam, or the optimum cross section may be determined by another method.

以下、構造計画から適正断面の決定までを簡単にさらに説明し、その後に最適断面の選定につき具体的に説明する。 Hereinafter, the process from the structural plan to the determination of the appropriate cross section will be further briefly described, and then the selection of the optimal cross section will be specifically described.

図３，図４は、図２に示す３次元柱梁骨組架構の模式図から作成した梁のモデルの模式図であり、図３は単純梁モデルの模式図、図４は連続梁モデルの模式図をそれぞれ示す。梁２上の節点荷重の計算には、これら図３，図４のような梁のモデルを作成する。なお、同図における括弧付きの符号は、各梁２，および柱１を相互に区別する符号である。 3 and 4 are schematic diagrams of beam models created from the schematic diagram of the three-dimensional column beam framework shown in FIG. 2, FIG. 3 is a schematic diagram of a simple beam model, and FIG. 4 is a schematic diagram of a continuous beam model. Each figure is shown. For the calculation of the nodal load on the beam 2, a beam model as shown in FIGS. 3 and 4 is created. In addition, the code | symbol with the parenthesis in the figure is a code | symbol which distinguishes each beam 2 and the pillar 1 mutually.

図５は、建物の構造計画から、各構造材の断面決定までの概要を、図６と対応させて示す設計支援方法の流れ図である。まず、平面計画・柱梁部品の配置を行い（Ｍ１）、図６（Ａ）に一例を示す３次元の柱梁骨組架構のモデルを作成する（Ｍ２）。このモデルにおける柱１には、耐力壁付帯柱、つまり耐力壁を構成する柱を含む。なお、これらＭ１，Ｍ２を合わせた過程が、図１のＮ１，Ｎ２を合わせた過程に相当する。 FIG. 5 is a flow chart of a design support method showing an outline from building structure planning to cross-section determination of each structural material in association with FIG. First, plan planning / arrangement of column beam parts is performed (M1), and a model of a three-dimensional column beam framework shown in FIG. 6A is created (M2). The pillar 1 in this model includes a bearing wall-attached pillar, that is, a pillar constituting the bearing wall. The process of combining M1 and M2 corresponds to the process of combining N1 and N2 in FIG.

次に、図６（Ｂ）に示すように、同図（Ａ）の３次元の柱梁骨組架構のモデルから、各柱梁接合部５毎、または梁−梁接合部毎に梁２を分割して、分類し、同図（Ｃ）のように通り毎に梁２を取り出す（図５（Ｍ３））。通り毎の梁２は、図６（Ｄ）のように、柱梁接合部５で個々の梁２（例えば図６（Ｄ）の大梁(1),と大梁(2) ）に分割する。分割された各梁２は、両端の柱梁接合部５がピン接合の単純梁と仮定する。なお、各柱梁接合部５において梁勝ちとなる接合部、つまり梁２の上面または下面に柱１が接合される接合部に関しては、図４，図１７に示すように２スパン連続梁として梁を分解する。 Next, as shown in FIG. 6 (B), the beam 2 is divided for each column-beam joint 5 or for each beam-beam joint from the model of the three-dimensional column-beam framework shown in FIG. 6 (A). Then, classification is performed, and the beam 2 is taken out for each street as shown in FIG. 5C (FIG. 5 (M3)). The beam 2 for each street is divided into individual beams 2 (for example, a large beam (1) and a large beam (2) in FIG. 6D) at a column beam joint 5 as shown in FIG. 6D. Each divided beam 2 is assumed to be a simple beam in which the column beam joints 5 at both ends are pin-joined. In addition, as for the joint where the beam 1 wins in each of the beam-to-column joints 5, that is, the joint where the column 1 is joined to the upper surface or the lower surface of the beam 2, the beam is formed as a two-span continuous beam as shown in FIGS. Disassemble.

上記のように取り出され、またはさらに分割された各梁は、柱１に支持され柱１に荷重を伝達する機能を持つ大梁２と、梁にのみ支持され荷重を伝達する機能のみを持った小梁３とに分類し、大梁である梁２にこの最適断面選定方法を適用する。なお、大梁２と小梁３との両方を抽出してから大梁２であるか小梁３であるかを分類しても、また抽出時に大梁２のみを抽出しても良い。 Each beam taken out or further divided as described above is supported by the column 1 and has a function of transmitting a load to the column 1 and a small beam having a function of transmitting only the load and being supported only by the beam. The optimum section selection method is applied to the beam 2 which is a large beam. In addition, after extracting both the large beam 2 and the small beam 3, it may be classified whether it is the large beam 2 or the small beam 3, or only the large beam 2 may be extracted at the time of extraction.

このように取り出した各梁２に、梁長さをｎ個（ｎ：２以上の整数）に分割し、図６（Ｄ）のように、梁２上に（ｎ−１）個の節点ｐを設定する（図５（Ｍ４））。
このように設定された各節点ｐの荷重を、図１の設計荷重の算定過程（Ｎ３）で算定し、その算定された節点荷重を用いて、梁２の最適断面の選定（図５（Ｍ５））、柱１の最適断面の選定（図５（Ｍ６））、および基礎梁の最適断面の選定（図５（Ｍ５））を行う。 Each beam 2 taken out in this way is divided into n beam lengths (n: an integer of 2 or more), and (n−1) node points p on the beam 2 as shown in FIG. Is set (FIG. 5 (M4)).
The load at each node p set in this way is calculated in the design load calculation process (N3) in FIG. 1, and the optimal cross section of the beam 2 is selected using the calculated node load (FIG. 5 (M5 )), Selection of the optimal cross section of the column 1 (FIG. 5 (M6)), and selection of the optimal cross section of the foundation beam (FIG. 5 (M5)).

図７と共に、最適断面選定の概要を説明する。平面計画、柱梁部品配置の過程（Ｕ１）の後、各梁２毎に梁上の節点荷重（長期、短期、終局）を集計する。ここで、「（長期、短期、終局）」と記載したのは、集計する節点荷重が、長期、短期、終局のいずれの荷重であっても、またこれら３種類の全ての荷重であっても良いことを意味する。以下の説明においても同様である。この後、梁２について、仮想の応力状態量Ｐ‘（長期、短期、終局）の計算（Ｕ４）、および仮想の変形量Ｐ‘’（長期、短期、終局）の計算（Ｕ５）をする。 The outline of the optimum cross section selection will be described with FIG. After the plane planning and column beam part placement process (U1), the node loads (long-term, short-term, final) on each beam 2 are tabulated. Here, “(long term, short term, ultimate)” is described whether the total node load is long term, short term, ultimate load or all three types of loads. Means good. The same applies to the following description. Thereafter, the virtual stress state quantity P ′ (long term, short term, final) is calculated (U4) and the virtual deformation amount P ″ (long term, short term, final) is calculated (U5).

このように計算した後、登録された各梁断面の中から任意の梁断面を順次選択し（Ｕ５）、選択された梁断面の場合に、次の２式、
仮想の応力状態量（Ｐ‘）≦仮想の許容応力状態量（Ｐy‘）
仮想の変形量（Ｐ‘’）≦仮想の許容変形量（Ｐy‘’）
で示される条件を満足するか否かを判定する（Ｕ６）。
両式の条件を共に満足する場合は、その選択された梁断面が設計条件を満足しているとする。両式のいずれか一方でも満足しない場合は、選択された梁断面が設計条件を満足していないと判定し、別の梁断面を選択し（Ｕ５）、条件満足判定（Ｕ６）を繰り返す。
なお、上記の比較に用いる仮想の許容応力状態量（Ｐy‘）および仮想の許容変形量（Ｐy‘’）は、登録された値をそのまま用いても良く、また登録された値に何らかの処理を施した値、例えば安全率を乗じた値を用いて比較し、または常数等を加算した値を用いても良い。
登録された値をそのまま用いると構造検定値が１にできるだけ近い断面が選択されるが、安全率を乗じた値を用いることで、より安全性の高い構造材断面を決定したりすることが選択できる。いずれを用いるか、また安全率を乗じる場合に安全率をどのような値とするかは、
例えば、建物の施主と設計者の協議により定めればよい。 After the calculation, an arbitrary beam section is sequentially selected from the registered beam sections (U5), and in the case of the selected beam section,
Virtual stress state quantity (P ′) ≦ virtual allowable stress state quantity (Py ′)
Virtual deformation amount (P ″) ≦ Virtual allowable deformation amount (Py ″)
It is determined whether or not the condition indicated by (2) is satisfied (U6).
If both conditions are satisfied, it is assumed that the selected beam cross section satisfies the design conditions. If neither of the two expressions is satisfied, it is determined that the selected beam section does not satisfy the design condition, another beam section is selected (U5), and the condition satisfaction determination (U6) is repeated.
Note that as the virtual allowable stress state quantity (Py ′) and the virtual allowable deformation quantity (Py ″) used for the above comparison, registered values may be used as they are, and some processing is applied to the registered values. Comparison may be made using a given value, for example, a value multiplied by a safety factor, or a value obtained by adding a constant or the like may be used.
If the registered value is used as it is, a cross section with a structure test value as close as possible to 1 is selected. However, it is possible to determine a safer cross section of the structural material by using a value multiplied by the safety factor. it can. Which value to use and what value to use when multiplying the safety factor is
For example, it may be determined by discussion between the owner of the building and the designer.

柱については、前記梁毎の梁上の節点荷重の集計（Ｕ２）の後、梁端部の支点反力（長期、短期、終局）の計算を行い（Ｕ７）、柱負担荷重（長期、短期、終局）を計算する（Ｕ８）。
このように計算した後、登録された各柱断面の中から任意の柱断面を順次選択し（Ｕ９）、選択された梁断面の場合に、次式、
柱負担荷重≦柱設計耐力
で示される条件を満足するか否かを判定する（Ｕ１０）。 For the column, after summing up the nodal loads on the beam for each beam (U2), calculate the fulcrum reaction force (long-term, short-term, ultimate) at the end of the beam (U7), and load the column (long-term, short-term) , End) is calculated (U8).
After calculating in this way, arbitrary column sections are sequentially selected from the registered column sections (U9), and in the case of the selected beam section,
It is determined whether or not the condition indicated by column burden load ≦ column design proof stress is satisfied (U10).

条件満足の場合は、その選択された柱断面が設計条件を満足しているとする。条件不満足の場合は、選択された柱断面が設計条件を満足していないと判定し、別の柱断面を選択し（Ｕ９）、条件満足判定（Ｕ１０）を繰り返す。 When the conditions are satisfied, it is assumed that the selected column cross section satisfies the design conditions. If the condition is not satisfied, it is determined that the selected column cross section does not satisfy the design condition, another column cross section is selected (U9), and the condition satisfaction determination (U10) is repeated.

基礎梁については、前記柱負担荷重の計算（Ｕ８）の後、基礎梁負担荷重（長期、短期、終局）を計算する（Ｕ１１）。
このように計算した後、登録された各基礎梁断面の中から任意の基礎梁断面を順次選択し（Ｕ１２）、選択された基礎梁断面の場合に、次式、
基礎梁負担荷重≦基礎梁設計耐力
で示される条件を満足するか否かを判定する（Ｕ１３）。 For the foundation beam, after the calculation of the column burden load (U8), the foundation beam burden load (long-term, short-term, final) is calculated (U11).
After calculating in this way, an arbitrary foundation beam section is sequentially selected from the registered foundation beam sections (U12), and in the case of the selected foundation beam section,
It is determined whether or not the condition indicated by the foundation beam burden load ≦ the foundation beam design proof stress is satisfied (U13).

条件満足の場合は、その選択された基礎梁断面が設計条件を満足しているとする。条件不満足の場合は、選択された基礎梁断面が設計条件を満足していないと判定し、別の基礎梁断面を選択し（Ｕ１２）、条件満足判定（Ｕ１３）を繰り返す。 If the conditions are satisfied, it is assumed that the selected foundation beam cross section satisfies the design conditions. If the condition is not satisfied, it is determined that the selected foundation beam section does not satisfy the design condition, another foundation beam section is selected (U12), and the condition satisfaction judgment (U13) is repeated.

上記の梁、柱、基礎梁の条件満足の判定（Ｕ６，Ｕ１０，Ｕ１３）のいずれかにおいて、登録された断面のいずれも条件不満足の場合は、平面計画・柱梁部品配置（Ｕ１）の設計からやり直す。
また、上記の梁、柱、基礎梁の条件満足の判定（Ｕ６，Ｕ１０，Ｕ１３）において、条件満足の場合も、登録された中の断面小のものから順に選択して判定を行った場合の他は、登録されている他の断面についての選択，判定を行い、条件満足の断面の中から、さらに定められた優先度が最も高い断面を選択する。 If any of the registered cross-sections does not satisfy the conditions in any of the above-mentioned beam, column, and foundation beam condition satisfaction determinations (U6, U10, U13), design of the floor plan / column beam component arrangement (U1) Start over.
Also, in the above-mentioned beam, column, and foundation beam condition satisfaction determination (U6, U10, U13), even when the condition is satisfied, the determination is made by selecting from the registered small cross-sections in order. Others select and determine other registered cross-sections, and select a cross-section having the highest priority from the cross-sections satisfying the conditions.

次に、前述の構造体の設計支援方法の一部の過程となる構造材の最適断面選定方法と、この方法を実行する最適断面選定装置、および最適断面選定プログラムについて具体的に説明する。図８はこの最適断面選定方法を示す流れ図を、図１０，図１１は最適断面選定装置を、図１４は最適断面選定プログラムをそれぞれ示す。 Next, the optimum section selection method for the structural material, the optimum section selection apparatus for executing this method, and the optimum section selection program, which are part of the structure design support method described above, will be described in detail. FIG. 8 is a flowchart showing the optimum section selection method, FIGS. 10 and 11 show an optimum section selection apparatus, and FIG. 14 shows an optimum section selection program.

図１０において、コンピュータ１１は、そのハードウェア構成として、ＣＰＵ（中央処理装置）およびメモリ等からなる演算制御部１２と、ハードディスクや記憶素子等からなるプログラム等記憶部１３と、キーボード，マウス，外部記憶媒体の読み込み装置等の入力機器１４と、液晶表示装置等の画面表示装置１５ａやプリンタ等からなる出力機器１５と、インターネットやその他の広域ネットワーク，ＬＡＮ等の通信ネットワークに接続する通信機器１６とを有し、オペレーションプログラム１６を前記プログラム等記憶部１３またはその他の記憶手段に備えている。このようなコンピュータ１１に、このコンピュータ１１で実行可能なプログラムである構造材の最適断面選定プログラム１７が記憶されてインストール等により実行可能な状態とされることにより、図１１に概念構成を示す構造材の最適断面選定装置２１の各機能達成手段が構成される。図１１については後に説明する。 In FIG. 10, a computer 11 includes, as its hardware configuration, an arithmetic control unit 12 including a CPU (Central Processing Unit) and a memory, a program storage unit 13 including a hard disk and storage elements, a keyboard, a mouse, an external An input device 14 such as a storage medium reading device, an output device 15 including a screen display device 15a such as a liquid crystal display device and a printer, and a communication device 16 connected to a communication network such as the Internet or other wide area network or LAN The operation program 16 is provided in the program storage unit 13 or other storage means. In such a computer 11, an optimal section selection program 17 for a structural material, which is a program that can be executed by the computer 11, is stored and can be executed by installation or the like. Each function achievement means of the optimal section selection apparatus 21 of material is comprised. FIG. 11 will be described later.

コンピュータ１１に、前記最適断面選定プログラム１７が実行可能状態に備えられることで、プログラム等記憶部１３等の定められた記憶領域に、構造材断面毎・許容値登録手段３６が設けられる。構造材断面毎・許容値登録手段３６は、コンピュータ１１に常設状態に設けられた記憶部１３に設ける代わりに、コンピュータ１１に入力機器１４を介して接続されるＵＳＢメモリや磁気ディスク等の外部記憶装置、またはコンピュータ１１に通信機器１６および通信ネットワークを介して接続されたサーバ機や他のコンピュータ等に設けられていても良い。 By providing the computer 11 with the optimum section selection program 17 in an executable state, the structural material section / allowable value registration means 36 is provided in a predetermined storage area such as the program storage section 13. The structural member cross-section / allowable value registration means 36 is provided in an external storage such as a USB memory or a magnetic disk connected to the computer 11 via the input device 14 instead of being provided in the storage unit 13 provided in a permanent state in the computer 11. The apparatus may be provided in a server machine or another computer connected to the computer 11 via the communication device 16 and a communication network.

この構造材の最適断面選定方法は、前記コンピュータ１１を用いて、建物の構造材のうちの梁２および柱１の断面を、登録された各種断面の中から選定する方法であって、図２，図６と共に前述した梁２の端部の支持条件がピン接合である建物に適用される。
図８に示すように、この最適断面選定方法は、節点荷重入力過程（Ｒ１）と、応力・変形量等演算過程（Ｒ２）と、構造材断面選定過程（Ｒ３）とを含む。 This method of selecting the optimum cross section of the structural material is a method for selecting the cross section of the beam 2 and the pillar 1 in the structural material of the building from the registered various cross sections using the computer 11. 6 is applied to a building in which the support condition of the end of the beam 2 described above with reference to FIG.
As shown in FIG. 8, the optimum section selection method includes a nodal load input process (R1), a stress / deformation amount calculation process (R2), and a structural material section selection process (R3).

節点荷重入力過程（Ｒ１）は、断面の選定対象となる梁２上の等分割された各節点に作用する鉛直荷重である節点荷重Ｐ_１，Ｐ_２，…および梁スパンを、全ての節点ｐについてコンピュータ１１に入力する過程である。荷重が作用していない節点については、０の値を入力する。梁スパンは、この例では、モジュールＧの倍数、例えば、３Ｇであれば「３」を、４．５Ｇであれば「４．５」を入力する。例えば、図９の例の節点荷重入力過程Ｒ１では、梁２には等分割された５個の各節点ｐに節点荷重Ｐ_１，Ｐ_２，…，Ｐ_５が作用するが、この全ての節点荷重Ｐ_１，Ｐ_２，…，Ｐ_５を節点ｐの並び順と対応させて入力する。なお、入力する節点荷重Ｐは集中荷重であるが、梁に分布荷重が作用する場合は、分布荷重を集中荷重に置き換えて入力することで、分布荷重の梁にも適用可能となる。 In the nodal load input process (R1), the nodal loads P ₁ , P ₂ ,..., Which are vertical loads acting on each equally divided node on the beam 2 to be selected for the cross section, and the beam span are all the nodes p. Is a process of inputting to the computer 11. A value of 0 is input for a node where no load is applied. In this example, the beam span is a multiple of the module G, for example, “3” for 3G and “4.5” for 4.5G. For example, in the nodal load input process R1 in the example of FIG. 9, the nodal loads P ₁ , P ₂ ,..., P ₅ act on each of the five equally divided nodes p on the beam 2. Loads P ₁ , P ₂ ,..., P ₅ are input in correspondence with the order of the nodes p. The nodal load P to be input is a concentrated load. However, when a distributed load acts on a beam, it can be applied to a distributed load beam by replacing the distributed load with the concentrated load.

コンピュータ１１（図１０）は、最適断面選定プログラム１７の節点荷重入力手順（Ｓ１）（図１４）において、コンピュータ１１の画面表示装置１５ａの画面に、節点荷重と梁スパンを入力させる入力ボックスを表示し、節点荷重と梁スパンが入力されると、入力された全ての節点ｐについての荷重および梁スパンを、定められた記憶領域である入力節点荷重記憶手段３２（図１１）に記憶する。この記憶された節点荷重は、節点ｐの並び順に読み出すことで、マトリクスの形で表現した節点荷重マトリクス [Ｐ] として行列の形で表現される。荷重が作用していない節点ｐは、節点荷重をマトリクス[ Ｐ ]では０荷重が作用しているとする。
各入力は入力機器１４等から行うが、入力方法は任意であり、キーボードやマウス等で入力するようにしても、また記憶媒体や、他のコンピュータ、あるいは同じコンピュータ１１においてファイル等として記憶しておいて纏めて入力する方法であっても良い。 The computer 11 (FIG. 10) displays an input box for inputting the nodal load and beam span on the screen of the screen display device 15a of the computer 11 in the nodal load input procedure (S1) (FIG. 14) of the optimum section selection program 17. When node loads and beam spans are input, the input loads and beam spans for all nodes p are stored in the input node load storage means 32 (FIG. 11), which is a predetermined storage area. The stored node loads are read out in the order of the nodes p, and are expressed in the form of a matrix as a node load matrix [P] expressed in the form of a matrix. It is assumed that the node p to which no load is applied is the node load and the zero load is applied in the matrix [P].
Each input is performed from the input device 14 or the like. However, the input method is arbitrary, and it may be input with a keyboard or a mouse, or may be stored as a file or the like in a storage medium, another computer, or the same computer 11. It is also possible to use a method of inputting all at once.

応力・変形量等演算過程（Ｒ２）は、コンピュータ１１がその最適断面選定プログラム１７（図１４）における応力・変形量等演算手順（Ｓ２）によって行う過程であり、応力・変形量等演算過程（Ｒ２）と応力・変形量等演算手順（Ｓ２）で行う処理とは同じである。
応力・変形量等演算過程（Ｒ２）には、応力・変形量演算過程（Ｒ２ａ）と、支点反力演算過程（Ｒ２ｂ）とが含まれる。これら応力・変形量演算過程（Ｒ２ａ）と、支点反力演算過程（Ｒ２ｂ）は、最適断面選定プログラム１７における応力・変形量演算手順（Ｓ２ａ）と、支点反力演算手順（Ｓ２ｂ）でそれぞれ行う処理のことである。 The stress / deformation amount calculation process (R2) is a process performed by the computer 11 according to the stress / deformation amount calculation procedure (S2) in the optimum section selection program 17 (FIG. 14). R2) and the processing performed in the calculation procedure (S2) such as stress / deformation amount are the same.
The stress / deformation amount calculation process (R2) includes a stress / deformation amount calculation process (R2a) and a fulcrum reaction force calculation process (R2b). The stress / deformation amount calculation process (R2a) and the fulcrum reaction force calculation process (R2b) are performed by the stress / deformation amount calculation procedure (S2a) and the fulcrum reaction force calculation procedure (S2b) in the optimum cross section selection program 17, respectively. It is processing.

応力・変形量演算過程（Ｒ２ａ）では、前記節点荷重マトリクス [Ｐ] に、それぞれ定められた係数のマトリクスからなる応力係数マトリクス [α] および変形係数マトリクス [β] を乗算して全ての節点ｐに生じる仮想の応力状態量[Ｐ‘]および仮想の変形量[Ｐ‘‘]を演算する。この演算により、例えば、図９に示した応力・変形量演算過程Ｒ２の図中におけるように、全ての節点ｐに生じる仮想の応力状態量Ｐ‘および変形量Ｐ‘’を演算する。演算結果となる仮想の応力状態量Ｐ‘および変形量Ｐ‘’は、節点ｐ毎の値をそれぞれ示す１行の行列式となる。なお、これらの仮想の応力状態量Ｐ‘および変形量Ｐ‘’は、例えば曲げモーメントや、距離の単位による変形量であるが、次の説明するように、必ずしも曲げモーメントおよび変形量の単位で示される値でなくても良く、曲げモーメントまたは変形量と比較する場合と実質的に同様に許容値と比較できる単位の値であれば良い。なお、以下の説明において、単位が違う値を用いる場合であっても、説明の簡明のために、単に「応力状態量」または「変形量」と称す場合がある。 In the stress / deformation amount calculation process (R2a), the nodal load matrix [P] is multiplied by a stress coefficient matrix [α] and a deformation coefficient matrix [β], each of which is a matrix of predetermined coefficients, to obtain all the nodes p. The virtual stress state quantity [P ′] and the virtual deformation quantity [P ″] occurring in the above are calculated. By this calculation, for example, as shown in the drawing of the stress / deformation amount calculation process R2 shown in FIG. 9, virtual stress state quantities P ′ and deformation amounts P ″ generated at all the nodes p are calculated. The hypothetical stress state quantity P ′ and the deformation quantity P ′ that are the calculation results are determinants of one row each indicating the value for each node p. These virtual stress state quantities P ′ and deformation amounts P ″ are, for example, bending moments and deformation amounts in units of distances. However, as will be described below, they are not necessarily expressed in units of bending moments and deformation amounts. It does not have to be a value to be shown, and it may be a unit value that can be compared with an allowable value in substantially the same manner as when compared with a bending moment or deformation amount. In the following description, even when values having different units are used, they may be simply referred to as “stress state amount” or “deformation amount” for the sake of simplicity.

応力係数マトリクス [α] は、梁スパンおよび前記節点ｐの数が異なる梁毎に設けられて、図１２（Ｂ）に例示するように、前記「定められた係数」が縦横の行列として並ぶ。その行および列の数は、いずれも節点数である。なお、図中に記載した係数は、単に数値が記載されていることを示すためであり、実際の値とは無関係である。梁スパンは、mm表示等の長さの単位で定めても良いが、この例では、入力過程と同様に、モジュールＧの倍数としている。応力・変形量演算過程（Ｒ２ａ）で用いる応力係数マトリクス [α] は、梁断面の選定対象となる梁と同じ梁スパンおよび節点数のマトリクスである。 The stress coefficient matrix [α] is provided for each beam having a different beam span and the number of the nodes p, and the “determined coefficients” are arranged as a vertical and horizontal matrix as illustrated in FIG. 12B. The number of rows and columns is the number of nodes. It should be noted that the coefficients described in the figure are merely to indicate that numerical values are described, and are not related to actual values. The beam span may be determined in units of length such as mm, but in this example, it is a multiple of the module G as in the input process. The stress coefficient matrix [α] used in the stress / deformation amount calculation process (R2a) is a matrix having the same beam span and number of nodes as the beam to be selected for the beam cross section.

応力係数マトリクス [α] における各行，列で定まる箇所の各応力係数としては、実際に応力計算を行って、その応力係数マトリクス [α] を節点荷重マトリクス [Ｐ] と乗算することで、各節点ｐに生じる応力状態量Ｐ’が得られる値とする。具体的には、応力係数マトリクス [α] は、任意の節点ｐに単位荷重が作用した場合に、各節点ｐに作用する応力（例えば、曲げモーメント）を予め応力計算により示した値を係数として示したマトリクスであり、行を荷重節点、列を節点位置で表現される。
すなわち、応力係数マトリクス [α]は、節点ｐの数がｎ（ｎは、２以上の整数）であるとすると、第１の節点ｐ_１に単位荷重を与えたときに各節点ｐ_１〜ｐ_ｎに生じる応力状態量Ｐ‘_１１〜Ｐ’_１ｎが、第１列の各行に記載され、第２の節点ｐ_２に単位荷重を与えたときに各節点ｐ_１〜ｐ_ｎに生じる応力状態量Ｐ‘_２１〜Ｐ’_２ｎが第２列の各行に記載され、以下、これと同様にして、第ｎの節点ｐ_ｎに単位荷重を与えたときの各節点ｐ_１〜ｐ_ｎに生じる応力状態量Ｐ‘_ｎ１〜Ｐ’_ｎｎが第ｎ列の各行に記載されている。
このため、応力計算を行うことなく、各節点ｐに生じる応力状態量Ｐ’が得られる。
なお、前記単位荷重は単位集中荷重であるが、分布荷重が作用する梁に適用する場合は、その分布荷重を単位集中荷重に置き換えた値とする。 For each stress coefficient of the location determined by each row and column in the stress coefficient matrix [α], the actual stress calculation is performed, and the stress coefficient matrix [α] is multiplied by the nodal load matrix [P] to obtain each node. It is assumed that the stress state quantity P ′ generated in p is a value obtained. Specifically, in the stress coefficient matrix [α], when a unit load is applied to an arbitrary node p, a stress (for example, a bending moment) acting on each node p is shown in advance as a coefficient. In the illustrated matrix, rows are represented by load nodes and columns are represented by node positions.
That is, the stress coefficient matrix [alpha] is number n of the node p (n is an integer of 2 or more) When a, each node p ₁ ~p when given the unit load to the first node p ₁ stress state quantity generated in the _n P _'11 ~P' _1n is set forth in each row of the first column, the stress state amount generated in each node _p 1 ~p _n when given a second unit load to the node _{p 2} _{P '21 ~P'} _2n is described in each row of the second column, below, in the same manner as this, the stress conditions arising at each node p ₁ ~p _n when given a unit load to the node p _n of the n The quantities P ′ _{n1 to} P ′ _nn are listed in each row of the nth column.
For this reason, the stress state quantity P ′ generated at each node p can be obtained without performing stress calculation.
The unit load is a unit concentrated load. However, when applied to a beam to which a distributed load acts, the unit load is a value obtained by replacing the distributed load with a unit concentrated load.

ここで言う「応力状態量」は、応力もしくは曲げモーメント、またはこれら応力もしくは曲げモーメントに換算可能なであり、必ずしも応力または曲げモーメントの単位でなくても良い。すなわち、構造材断面毎・許容値登録手段３６に登録される許容応力状態量Ｐ_y‘と同じ単位であれば良い。このとき、応力状態量Ｐ’の単位は、一例としてｋＮである。例えば、応力・変形量演算過程（Ｒ２ａ）で求める値と、構造材断面毎・許容値登録手段３６に登録される許容値とは、応力または曲げモーメントとする場合に対して、比較する両者から同じ定数を省いた値としても良い。このことを、請求項では、「仮想の応力状態量」と称して示している。 The “stress state quantity” mentioned here can be converted into stress or bending moment, or these stress or bending moment, and is not necessarily a unit of stress or bending moment. That is, the unit may be the same as the allowable stress state quantity P _y ′ registered in the structural member cross-section / allowable value registration means 36. At this time, the unit of the stress state quantity P ′ is kN as an example. For example, the value obtained in the stress / deformation amount calculation process (R2a) and the permissible value registered in the structural material cross-section / permissible value registration means 36 are compared with the case where stress or bending moment is compared. It is good also as the value which excluded the same constant. This is indicated as “virtual stress state quantity” in the claims.

変形係数マトリクス [β] は、その一例を図１２（Ｂ）に示すが、応力係数マトリクス [α] について図１２（Ａ）に示した例と同様に、梁スパンおよび前記節点ｐの数が異なる梁毎に設けられて、前記「定められた係数」が縦横の行列として並ぶ。その行および列の数は、いずれも節点数である。応力・変形量演算過程（Ｒ２ａ）で用いる変形係数マトリクス [β] は、梁断面の選定対象となる梁と同じ梁スパンおよび節点数のマトリクスである。 An example of the deformation coefficient matrix [β] is shown in FIG. 12B, but the stress coefficient matrix [α] is different from the example shown in FIG. 12A in that the beam span and the number of the nodes p are different. It is provided for each beam, and the “determined coefficients” are arranged as vertical and horizontal matrices. The number of rows and columns is the number of nodes. The deformation coefficient matrix [β] used in the stress / deformation amount calculation process (R2a) is a matrix having the same beam span and number of nodes as the beam to be selected for the beam cross section.

変形係数マトリクス [β] における各行，列で定まる箇所の各応力係数としては、実際に応力計算を行って、その変形係数マトリクス [β] を節点荷重マトリクス [Ｐ] と乗算することで、各節点ｐに生じる変形量Ｐ‘’が得られる値とする。具体的には、変形係数マトリクス [β] は、応力係数マトリクス [α] と同様に、任意の節点ｐに単位荷重が作用した場合に、各節点ｐに生じる変形量Ｐ‘’の分布を予め応力計算により示した値を係数として示したマトリクスであり、行を荷重節点、列を節点位置で表現される。
すなわち、変形係数マトリクス [β]は、節点ｐの数がｎ（ｎは、２以上の整数）であるとすると、第１の節点ｐ_１に単位荷重を与えたときに各節点ｐ_１〜ｐ_ｎに生じる変形量Ｐ‘’_１１〜Ｐ‘’_１ｎが、第１列の各行に記載され、第２の節点ｐ_２に単位荷重を与えたときに各節点ｐ_１〜ｐ_ｎに生じる変形量Ｐ‘’_２１〜Ｐ‘’_２ｎが第２列の各行に記載され、以下、これと同様にして、第ｎの節点ｐ_ｎに単位荷重を与えたときの各節点ｐ_１〜ｐ_ｎに生じる変形量Ｐ‘’_ｎ１〜Ｐ‘’_ｎｎが第ｎ列の各行に記載されている。
このため、応力計算を行うことなく、各節点ｐに生じるＰ‘’が得られる。
ここで言う「変形量」についても、必ずしも長さの単位で示される量でなくても良い。すなわち、構造材断面毎・許容値登録手段３６に登録される許容変形量Ｐ_y‘’と同じ単位であれば良い。例えば、応力・変形量演算過程（Ｒ２ａ）で求める値と、構造材断面毎・許容値登録手段３６に登録される許容値とは、長さの単位の変形量とする場合に対して、比較する両者から同じ定数を省いた値としても良い。このことを、請求項では、「仮想の変形量」と称して示している。 For each stress coefficient at the location determined by each row and column in the deformation coefficient matrix [β], the actual stress calculation is performed, and the deformation coefficient matrix [β] is multiplied by the nodal load matrix [P] to obtain each node. It is assumed that a deformation amount P ″ generated in p is obtained. Specifically, the deformation coefficient matrix [β], in the same manner as the stress coefficient matrix [α], indicates in advance the distribution of the deformation amount P ″ generated at each node p when a unit load is applied to an arbitrary node p. It is a matrix in which values shown by stress calculation are shown as coefficients, and rows are represented by load nodes and columns are represented by node positions.
That is, deformation coefficient matrix [beta] is number n of the node p (n is an integer of 2 or more) When a, each node p ₁ ~p when given the unit load to the first node p ₁ deformation amount P _{_''} 11 ~P '' _1n occurring _n is set forth in each row of the first column, the amount of deformation occurring in each node _p 1 ~p _n when given a second unit load to the node _{p 2} _P '' _{21 ~P} '' _2n is described in each row of the second column, below, in the same manner, resulting in each node p ₁ ~p _n when given a unit load to the node p _n of the n The deformation amounts P ″ _{n1 to} P ″ _nn are described in each row of the nth column.
Therefore, P ″ generated at each node p can be obtained without performing stress calculation.
The “deformation amount” mentioned here does not necessarily have to be the amount indicated by the unit of length. That is, the unit may be the same as the allowable deformation amount P _y ″ registered in the structural material cross-section / allowable value registration means 36. For example, the value obtained in the stress / deformation amount calculation process (R2a) and the permissible value registered in the structural material cross section / permissible value registration means 36 are compared with the case where the deformation amount is expressed in units of length. The same constant may be omitted from both. This is indicated as “virtual deformation amount” in the claims.

構造材断面選定過程（Ｒ３）（図８，図９）は、コンピュータ１１がその最適断面選定プログラム１７における構造材断面選定手順（Ｓ３）（図１４）によって行う過程であり、構造材断面選定過程（Ｒ３）と構造材断面選定手順（Ｓ３）で行う処理とは同じである。
構造材断面選定過程（Ｒ３）には、柱断面選定過程（Ｒ３ａ）と、柱断面選定過程（Ｒ３ｂ）とが含まれる。これら柱断面選定過程（Ｒ３ａ）と、柱断面選定過程（Ｒ３ｂ）とは、最適断面選定プログラム１７における柱断面選定手順（Ｒ３ｂ）と、柱断面選定手順（Ｒ３ｂ）とでそれぞれ行う処理のことである。 The structural material cross-section selection process (R3) (FIGS. 8 and 9) is a process performed by the computer 11 according to the structural material cross-section selection procedure (S3) (FIG. 14) in the optimal cross-section selection program 17, and the structural material cross-section selection process. The processing performed in (R3) and the structural material section selection procedure (S3) is the same.
The structural material section selection process (R3) includes a column section selection process (R3a) and a column section selection process (R3b). The column section selection process (R3a) and the column section selection process (R3b) are processes performed in the column section selection procedure (R3b) and the column section selection procedure (R3b) in the optimum section selection program 17, respectively. is there.

梁断面選定過程（Ｒ３ａ）では、構造材断面毎許容値登録手段３６に登録された梁の断面種類毎に定められている仮想の許容変形量Ｐ_y‘’と、前記応力・変形量演算過程（Ｒ２ａ）で計算された変形Ｐ‘’量とをそれぞれ比較し、全ての節点ｐの変形Ｐ‘’量が前記許容変形量Ｐ_y‘’を満足する断面の梁のうちで、定められた優先度が最も高い断面の梁を選ぶ。
前記の「定められた優先度」は、例えば、最も小さな断面の梁であること、または価格が最も安価であること等である。「定められた優先度」として、梁断面以外を条件とする場合は、その優先度を示す値、例えば価格等についても各梁の断面と共に登録しておき、その登録された値を優先度の判断に用いる。 In the beam cross-section selection process (R3a), the virtual allowable deformation amount P _y ″ determined for each cross-section type of the beam registered in the per-structure cross-section allowable value registration means 36 and the stress / deformation amount calculation process The deformation P ″ amount calculated in (R2a) is compared with each other, and the deformation P ″ amount of all the nodes p is determined among the cross-sectional beams satisfying the allowable deformation amount P _y ″. Select the cross-section beam with the highest priority.
The “predetermined priority” is, for example, the beam having the smallest cross section or the lowest price. When a condition other than the beam cross section is used as the “specified priority”, a value indicating the priority, such as a price, is also registered together with the cross section of each beam, and the registered value is used for the priority. Used for judgment.

構造材断面毎・許容値登録手段３６は、図１１に示すように、梁２につき登録した梁断面毎・許容値登録部３６ａと、柱１につき登録した柱断面毎・許容値登録部３６ｂとを含む。これら構造材断面毎・許容値登録手段３６は、登録内容の追加、変更、削除等の更新が可能なものとしておくことが好ましい。 As shown in FIG. 11, the structural member cross-section / allowable value registering means 36 includes a beam cross-section / allowable value registering unit 36a registered for the beam 2, and a column cross-sectional / allowable value registering unit 36b registered for the column 1. including. It is preferable that these structural material cross-section / allowable value registration means 36 be capable of updating registration contents such as addition, change, and deletion.

梁断面毎・許容値登録手段３６ａは、図１３に具体例を示すように、各梁の断面の種類Ａ，Ｂ，Ｃ，…毎に、許容応力状態量Ｐ_y‘と、許容変形量Ｐ_y‘’と、優先度とを登録したテーブルからなる。梁の断面の種類は、例えばＨ形鋼、溝形鋼、リップ溝形鋼等の形状の区別、ウェブやフランジの幅，板厚等の寸法値、断面係数、材質等の違いによる種類である。各梁の断面の種類については、識別番号や代表値等の適宜の呼び名で区別する。許容応力状態量Ｐ_y‘は、前述のように応力または曲げモーメントであるが、ここでは曲げモーメントを用いている。ただし、必ずしも曲げモーメントの値ではなくても良く、応力・変形量演算過程（Ｒ２ａ）で計算する結果と同じ単位となる値としている。許容変形量Ｐ_y‘’についても、必ずしも長さの単位での値でなくても良く、応力・変形量演算過程（Ｒ２ａ）で計算する結果と同じ単位となる値としている。 As shown in a specific example in FIG. 13, the beam cross-section and permissible value registering unit 36a, for each cross-section type A, B, C,..., Permissible stress state quantity P _y ′ and permissible deformation quantity P _It consists of a table that registers _y '' and priority. The type of cross section of the beam is, for example, the type depending on the difference in shape such as H-shaped steel, grooved steel, lip channel steel, dimensional values such as web and flange width, plate thickness, section modulus, material, etc. . The cross-sectional type of each beam is distinguished by an appropriate name such as an identification number or a representative value. The allowable stress state quantity P _y ′ is stress or bending moment as described above, but here, bending moment is used. However, the value is not necessarily the value of the bending moment, and is a value that is the same unit as the result calculated in the stress / deformation amount calculation process (R2a). The allowable deformation amount P _y ″ is not necessarily a value in the unit of length, and is a value that is the same unit as the result calculated in the stress / deformation amount calculation process (R2a).

一例として、仮想の許容応力状態量 [Ｐ_y‘]は、（ｆ_b.・Z）/L で表される。
仮想の許容変形量 [Ｐ_y‘‘]は、δ×６ＥＩ/Ｌ^３で表される。
ここで、
ｆ_b.は、許容曲げ応力度
Z は、断面係数
Lは、梁のスパン
Eは、ヤング率
Iは、断面二次モーメント
δは、設計者が任意に定める値で、例えば１０μm
である。 As an example, the virtual allowable stress state quantity [P _y ′] is represented by (f _b . · Z) / L.
The virtual allowable deformation amount [P _y ″] is expressed by δ × 6EI / L ³ .
here,
f _b is the allowable bending stress
Z is the section modulus
L is the span of the beam
E is Young's modulus
I is the moment of inertia of the section δ is a value arbitrarily determined by the designer, for example 10 μm
It is.

優先度については、断面以外の要素を優先度とする場合に定められ、断面を優先度とする場合は、梁断面毎・許容値登録手段３６ａに優先度を登録する必要はない。図示の例では、価格を優先度としている。 The priority is determined when an element other than the cross section is set as the priority. When the cross section is set as the priority, it is not necessary to register the priority in the beam cross section / allowable value registering unit 36a. In the example shown in the figure, price is a priority.

梁断面選定過程（Ｒ３ａ）は、具体的には、図９に構造材断面選定過程Ｒ３の概念を示すように、応力チェックの過程と変形チェックの過程とを含む。
応力チェックの過程では、同図のように全ての節点ｐの応力状態量Ｐ‘が、登録された各断面の梁（図９の例ではＨ３０，Ｈ３１，Ｈ３２で断面の種類を示す）のうち、許容応力状態量Ｐ_y‘以下である梁を、許容応力状態量Ｐ_y‘を満足する梁とする。図示の例では、Ｈ３２の梁だけが許容応力状態量Ｐ_y‘を満足する。
変形チェックの過程では、全ての節点ｐの変形量Ｐ‘’が登録された各断面の梁のうち、許容変形量Ｐ‘’_y以下である梁を、許容変形量Ｐ_y‘’を満足する梁とする。図示の例では、Ｈ３２の梁だけが許容変形量Ｐ_y‘’を満足する。 Specifically, the beam cross section selection process (R3a) includes a stress check process and a deformation check process, as shown in FIG. 9 showing the concept of the structural material cross section selection process R3.
In the stress check process, as shown in the figure, the stress state quantities P ′ of all the nodes p are included in the registered cross-section beams (H30, H31, and H32 indicate the types of cross sections in the example of FIG. 9). , 'a is less than or equal to the beam, the allowable stress state quantity P _y' allowable stress state quantity P _y and beam satisfying. In the illustrated example, only the H32 beam satisfies the allowable stress state quantity P _y ′.
In the deformation check process, among the cross-section beams in which the deformation amounts P ″ of all the nodes p are registered, the beams having the allowable deformation amount P ″ _y or less satisfy the allowable deformation amount P _y ″. This is a beam. In the example shown in the figure, only the beam of H32 satisfies the allowable deformation amount P _y ″.

上記の応力チェックの過程と変形チェックの過程との両方の条件を満足する全ての梁を選び（図９の例ではＨ３２の梁のみ）、その中から、定められた優先度が最も高い断面の梁を選ぶ。 Select all the beams that satisfy both the stress check process and the deformation check process (only the H32 beam in the example of FIG. 9), and select the cross section with the highest priority. Choose a beam.

このようにして選ばれた梁の呼び名が、梁断面選定手順（Ｓ３ａ）によりその選定結果として、コンピュータ１１の画面表示装置１５ａに表示される。 The name of the beam thus selected is displayed on the screen display device 15a of the computer 11 as a selection result by the beam section selection procedure (S3a).

この実施形態の方法によると、このように、梁２に生じる仮想の応力状態量Ｐ’および変形量Ｐ‘’と、登録された梁の断面種類毎に定められている仮想の許容応力状態量Ｐ_y‘および許容変形量Ｐ_y‘’とをそれぞれ比較し、梁２の断面を選ぶため、過剰に余裕を見込むことなく、設計条件に応じて適切な断面の梁２を選ぶことができる。梁２に生じる仮想の応力状態量Ｐ’および変形量Ｐ‘’は、各節点ｐに作用する節点荷重を入力することで、係数のマトリクスからなる応力係数マトリクス [α] および変形係数マトリクス [β] を乗算することで得られるため、精度良く求めることができる。このため、設計条件に応じた最適な梁断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行える。また、構造計算が不要で、型式適合認定の建物にも適用できる。すなわち、型式適合認定を受けた工業化建物の設計支援が行え、邸別の最適化設計を容易に行うことができる。 According to the method of this embodiment, the virtual stress state amount P ′ and the deformation amount P ″ generated in the beam 2 as described above, and the virtual allowable stress state amount determined for each registered cross-sectional type of the beam Since P _y ′ and allowable deformation amount P _y ″ are respectively compared and the cross section of the beam 2 is selected, the beam 2 having an appropriate cross section can be selected according to the design conditions without excessively allowing for a margin. The hypothetical stress state quantity P ′ and the deformation quantity P ″ generated in the beam 2 are obtained by inputting the nodal loads acting on the respective nodes p, so that the stress coefficient matrix [α] and the deformation coefficient matrix [β ] Can be obtained with high accuracy. For this reason, selection of the optimal beam cross section according to the design conditions can be performed easily and quickly even without being a structural design expert. In addition, structural calculations are not required, and it can be applied to buildings that are certified for type conformity. That is, it is possible to support design of an industrialized building that has received type conformity certification, and it is possible to easily perform optimization design for each house.

前記の「定められた優先度」は、例えば、最も小さな断面の梁であること、または価格が最も安価であること等であるが、「定められた優先度」が、最も小さな断面の梁であることである場合は、設計条件に応じて、結果的に構造検定値が１に最も近い最適な断面の梁を、登録断面の中から容易に選定することができる。「定められた優先度」が、最も価格の易い梁であることである場合は、設計条件に応じて、最も低コストの梁を容易に選定することができる。 The “predetermined priority” is, for example, the beam having the smallest cross section, or the price is the cheapest, but the “predetermined priority” is the beam having the smallest cross section. If this is the case, an optimum cross-section beam whose structure verification value is closest to 1 as a result can be easily selected from the registered cross-sections according to the design conditions. When the “predetermined priority” is the beam with the most cost, the beam with the lowest cost can be easily selected according to the design conditions.

柱１の断面の選定につき説明する。
柱１の断面の選定は、次のように行われる。前記応力・変形量等演算過程（Ｒ２）（図８）における支点反力演算過程（Ｒ２ｂ）では、前記節点荷重マトリクス [Ｐ] に、定められた係数のマトリクスからなる支点反力係数マトリクス [ε] を乗算して前記梁２の各支点に生じる支点反力Ｒ（図９）を演算する。 The selection of the cross section of the column 1 will be described.
Selection of the cross section of the pillar 1 is performed as follows. In the fulcrum reaction force calculation process (R2b) in the stress / deformation amount calculation process (R2) (FIG. 8), the nodal load matrix [P] includes a fulcrum reaction force coefficient matrix [ε ] To calculate a fulcrum reaction force R (FIG. 9) generated at each fulcrum of the beam 2.

支点反力係数マトリクス [ε] は、応力係数マトリクス [α] と同様に、図１２（Ｄ）〜（Ｆ）に示すように、梁スパンおよび前記節点ｐの数が異なる梁毎に設けられて、前記「定められた係数」が縦横の行列として並ぶ。支点反力係数マトリクス [ε] には、左右の梁端部のもの（図１２（Ｄ），（Ｅ））と、中間支点のもの（図１２（Ｆ））とがある。梁端部の支点反力係数マトリクス [ε] （図１２（Ｄ），（Ｅ））は、１行であって、列の数は節点数である。ただし、図１２（Ｄ），（Ｅ）は、複数の梁長さの支点反力係数マトリクスを行方向に並べることで複数行とされている。中間支点の支点反力係数マトリクス [ε]の行および列の数は、いずれも節点数である。支点反力演算過程（Ｒ２ｂ）で用いる支点反力係数マトリクス [ε] は、柱断面の選定対象となる柱１が支点となる梁と同じ梁スパンおよび節点数のマトリクスである。 As shown in FIGS. 12D to 12F, the fulcrum reaction force coefficient matrix [ε] is provided for each beam having a different beam span and the number of nodes p, as shown in FIGS. The “determined coefficients” are arranged as vertical and horizontal matrices. The fulcrum reaction force coefficient matrix [ε] includes those at the left and right beam ends (FIGS. 12D and 12E) and those at the intermediate fulcrum (FIG. 12F). The beam end portion fulcrum reaction force coefficient matrix [ε] (FIGS. 12D and 12E) has one row and the number of columns is the number of nodes. However, in FIGS. 12D and 12E, the fulcrum reaction force coefficient matrices having a plurality of beam lengths are arranged in a plurality of rows in the row direction. The number of rows and columns in the fulcrum reaction force coefficient matrix [ε] of the intermediate fulcrum is the number of nodes. The fulcrum reaction force coefficient matrix [ε] used in the fulcrum reaction force calculation process (R2b) is a matrix of the same beam span and number of nodes as the beam for which the column 1 whose column section is to be selected is a fulcrum.

支点反力係数マトリクス [ε] における各行，列で定まる箇所の各支点反力係数としては、その支点反力係数マトリクス [ε] を節点荷重マトリクス [Ｐ] と乗算することで、各支点Ｒに生じる支点反力が得られる値とする。梁端部の支点反力係数マトリクス [ε] （図１２（Ｄ）（Ｅ））は、具体的には、単純梁の任意の節点ｐに単位荷重が作用した場合に、節点ｐの単位荷重に対する梁端部の支点反力の割増係数を示したものである。これにより、応力計算を行うことなく、各支点Ｒに生じる支点反力が得られる。
すなわち、梁端部の支点反力係数マトリクス [ε]は、節点ｐの数がｎ（ｎは、２以上の整数）であるとすると、第１の節点ｐ_１に単位荷重を与えたときに梁端部に生じる支点反力R_１が、第１列に記載され、第２の節点ｐ_２に単位荷重を与えたときに同じ梁端部に生じる支点反力R_２が第２列に記載され、以下、これと同様にして、第ｎの節点ｐ_ｎに単位荷重を与えたときの同じ梁端部に生じる支点反力R_ｎが第ｎ列に記載されている。 As each fulcrum reaction force coefficient at a position determined by each row and column in the fulcrum reaction force coefficient matrix [ε], each fulcrum R is multiplied by the nodal load matrix [P] by multiplying the fulcrum reaction force coefficient matrix [ε]. It is a value at which the generated fulcrum reaction force is obtained. Specifically, the fulcrum reaction force coefficient matrix [ε] (FIGS. 12D and 12E) of the beam end indicates that the unit load of the node p is applied when the unit load is applied to an arbitrary node p of the simple beam. It shows the additional coefficient of the fulcrum reaction force at the beam end against. Thereby, the fulcrum reaction force which arises in each fulcrum R is obtained, without performing stress calculation.
That is, when the number of nodes p is n (n is an integer of 2 or more), the fulcrum reaction force coefficient matrix [ε] at the beam end is obtained when a unit load is applied to the first node p _1. fulcrum reaction force R ₁ caused the beam end, is described in the first column, the fulcrum reaction force R ₂ occurring in the same beam end when given a second unit load to the node p ₂ is given in column 2 In the same manner, the fulcrum reaction force R _n generated at the same beam end when a unit load is applied to the _n- th node pn is described in the n-th column.

支点反力係数マトリクス [ε] における支点反力係数についても、応力係数マトリクス [α] と同様に、必ずしも力の単位でなくても良く、構造材断面毎・許容値登録手段３６に登録された許容耐力と同じ単位で比較できる単位で示された値であれば良い。 Similarly to the stress coefficient matrix [α], the fulcrum reaction force coefficient in the fulcrum reaction force coefficient matrix [ε] does not necessarily have to be a unit of force, and is registered in the structural material cross section / allowable value registration means 36. Any value may be used as long as it is a unit that can be compared in the same unit as the allowable yield strength.

中間支点の支点反力係数マトリクス [ε] は、２スパン連続梁の任意の節点ｐに単位荷重が作用した場合に、節点ｐの単位荷重に対する中間支点反力の割増係数を、中間支点となる節点位置に応じて示したマトリクスである。
中間支点の支点反力係数マトリクス [ε]は、第１の節点ｐ_１に単位荷重を与えたときに各節点ｐ_１〜ｐ_ｎに中間支点がある場合に生じる支点反力R_１１〜R_１ｎが、第１列の各行に記載され、第２の節点ｐ_２に単位荷重を与えたときに各節点ｐ_１〜ｐ_ｎに中間支点がある場合に生じる支点反力R_２１〜R_２ｎが第２列の各行に記載され、以下、これと同様にして、第ｎの節点ｐ_ｎに単位荷重を与えたときの各節点ｐ_１〜ｐ_ｎに中間支点がある場合に生じる支点反力R_ｎ１〜R_ｎｎが第ｎ列の各行に記載されている。 The fulcrum reaction force coefficient matrix [ε] of the intermediate fulcrum becomes the intermediate fulcrum when the unit load is applied to any node p of the 2-span continuous beam. It is the matrix shown according to the node position.
Intermediate fulcrum fulcrum reaction coefficient matrix [epsilon], the first fulcrum reaction force R ₁₁ to R _1n which occurs when there is an intermediate fulcrum on each node p ₁ ~p _n when given the unit load to the node p ₁ but it is described in each row of the first column, the second fulcrum reaction force R ₂₁ to R _2n that occurs when there is an intermediate fulcrum on each node p ₁ ~p _n when given the unit load to the node p ₂ is the In the same manner, the fulcrum reaction force R _n1 generated when there is an intermediate fulcrum at each of the nodes p _{1 to} _pn when a unit load is applied to the _n- th node pn. _˜Rnn is described in each row of the nth column.

このように各支点反力が求まった後、構造材断面選定過程（Ｒ３）における柱断面選定過程（Ｒ３ｂ）では、構造材断面毎・許容値登録手段３６に柱１の断面種類毎に定められている仮想の許容耐力と、前記支点反力演算過程（Ｒ２ｂ）で得られた支点反力とを前記各支点毎に比較し、前記各支点毎に、前記許容耐力を満足する柱１のうちで、定められた優先度が最も高い断面の柱１を選ぶ。 After each fulcrum reaction force is obtained in this way, in the column cross section selection process (R3b) in the structural material cross section selection process (R3), it is determined for each cross section type of the column 1 in the structural material cross section and permissible value registration means 36. The virtual allowable yield strength and the fulcrum reaction force obtained in the fulcrum reaction force calculation process (R2b) are compared for each fulcrum, and the column 1 satisfying the allowable proof stress for each fulcrum Then, the column 1 having a cross section with the highest priority is selected.

構造材断面毎・許容値登録手段３６は、図１１に示すように前述の梁断面毎・許容値登録部３６ａと、柱断面毎・許容値登録部３７ａとがある。柱断面毎・許容値登録部３７ａに、柱の断面の種類毎に、許容耐力と優先度とが示されている。許容耐力は、必ずしも力の単位でなくても良く、支点反力演算過程（Ｒ２ｂ）で得られた値と同じ単位であれば良い。すなわち、仮想の許容耐力であっても良い。また、構造材断面毎・許容値登録手段３６についても、優先度が耐力である場合は、優先度の登録は不要である。 As shown in FIG. 11, the structural material cross section / tolerance value registration means 36 includes the beam cross section / tolerance value registration section 36a and the column cross section / tolerance value registration section 37a. The permissible proof stress and the priority are shown for each type of cross section of the column in each column cross section / allowable value registration unit 37a. The allowable proof stress is not necessarily a unit of force, and may be the same unit as the value obtained in the fulcrum reaction force calculation process (R2b). That is, it may be a virtual allowable strength. Also, for each structural material cross section / allowable value registration means 36, if the priority is proof, the registration of the priority is not necessary.

このように、求められた支点反力と、登録された柱の断面種類毎に定められている仮想の許容耐力とを比較して柱１の断面を選ぶため、過剰に余裕を見込むことなく、適切な断面の柱１を選ぶことができる。柱１に生じる支点反力Ｒは、各節点ｐに作用する節点荷重を入力することで、定められた係数のマトリクスからなる支点反力係数マトリクス [ε] を乗算して得られるため、精度良く求めることができる。このため、設計条件に応じて最適な柱断面の選定が、構造設計の専門家ではなくても簡単かつ迅速に行え、また構造計算が不要で、型式適合認定の建物にも適用できる。
前記各節点ｐに作用する節点荷重の入力は、梁断面を選ぶ過程で入力するため、柱断面を選ぶために再入力する必要がない。そのため、各節点ｐに作用する節点荷重を入力することで、最適な梁断面と最適な柱断面との両方を選ぶことができる。 Thus, in order to select the cross section of the column 1 by comparing the calculated fulcrum reaction force and the virtual allowable proof stress determined for each registered column cross-sectional type, without excessively expecting a margin, An appropriate cross-sectional column 1 can be selected. The fulcrum reaction force R generated in the column 1 is obtained by multiplying a fulcrum reaction force coefficient matrix [ε] composed of a matrix of predetermined coefficients by inputting a nodal load acting on each node p. Can be sought. For this reason, selection of the optimal column cross section according to the design conditions can be performed easily and quickly without being an expert in structural design, and no structural calculation is required, so that it can be applied to a type-conforming building.
Since the input of the nodal load acting on each node p is input in the process of selecting the beam section, it is not necessary to input again to select the column section. Therefore, by inputting the nodal load acting on each node p, both the optimum beam section and the optimum column section can be selected.

図１１に示す構造材の最適断面選定装置２１につき説明する。前述のように、コンピュータ１１（図１０）に最適断面選定プログラム１７が記憶されて実行可能な状態とされることにより、図１１に概念構成を示す構造材の最適断面選定装置２１の各機能達成手段が構成される。
この最適断面選定装置２１は、入力手段３１、入力節点荷重記憶手段３２、応力変形量等演算手段３３、構造材断面選定手段３５、構造材断面毎・許容値登録手段３６、および出力手段３８を有する。 The optimum cross-section selecting device 21 for a structural material shown in FIG. 11 will be described. As described above, the optimal section selection program 17 is stored in the computer 11 (FIG. 10) and can be executed, thereby achieving each function of the optimum section selection apparatus 21 for structural materials whose conceptual configuration is shown in FIG. 11. Means are configured.
The optimum cross section selecting device 21 includes an input means 31, an input nodal load storage means 32, a stress deformation amount calculation means 33, a structural material cross section selecting means 35, a structural material cross section / allowable value registration means 36, and an output means 38. Have.

入力節点荷重記憶手段３２は、断面の選定対象となる梁上の等分割された各節点ｐに作用する節点荷重につき、入力手段３１から入力された全ての節点ｐについての荷重を記憶する手段である。入力された梁スパンについても、入力節点荷重記憶手段３２に記憶される。入力手段３１は、コンピュータ１１の画面表示装置１５ａの画面に節点荷重および梁スパンの入力を促す表示を行い、キーボードやその他の入力機器１４から入力された節点荷重および梁スパンを前記入力節点荷重記憶手段３２に記憶させる手段である。 The input nodal load storage means 32 is a means for storing the loads for all the nodes p input from the input means 31 for the nodal loads acting on the equally divided nodes p on the beam to be selected for the cross section. is there. The input beam span is also stored in the input nodal load storage means 32. The input means 31 displays on the screen of the screen display device 15a of the computer 11 to prompt input of nodal loads and beam spans, and stores the nodal loads and beam spans input from the keyboard and other input devices 14 in the input nodal load storage. Means for storing in means 32.

応力・変形量等演算手段３３は、応力・変形量等手順Ｓ２（図１４）を実行する手段であり、それぞれ定められた係数のマトリクスからなる応力係数マトリクス [α] 、変形係数マトリクス [β] 、および支点反力係数マトリクス [ε] を記憶した係数マトリクス記憶部３４を有し、かつ応力・変形量演算部３３ａおよび支点反力演算部３３ｂを有する。 The stress / deformation amount calculation means 33 is means for executing the stress / deformation amount etc. procedure S2 (FIG. 14), and each of the stress coefficient deformation matrix [α] and the deformation coefficient matrix [β] each consisting of a predetermined matrix of coefficients. And a coefficient matrix storage unit 34 storing the fulcrum reaction force coefficient matrix [ε], and a stress / deformation amount calculation unit 33a and a fulcrum reaction force calculation unit 33b.

応力・変形量演算部３３ａは、応力・変形量演算手順（Ｓ２ａ）を実行する手段であり、節点荷重入力記憶手段３４に記憶された各節点ｐの節点荷重をマトリクスの形で表現した節点荷重マトリクス [Ｐ] に、前記係数マトリクス記憶部３４に記憶されている前記応力係数マトリクス [α] を乗算して前記各節点に生じる前記仮想の応力状態量を演算する。
支点反力演算部３３ｂは、支点反力演算手順（Ｓ２ｂ）を実行する手段であり、前記節点荷重マトリクス [Ｐ] に、前記係数マトリクス記憶部３４に記憶されている支点反力係数マトリクス [ε] を乗算して前記各支点に生じる前記仮想の支点反力を演算する。 The stress / deformation amount calculation unit 33a is a means for executing the stress / deformation amount calculation procedure (S2a), and the nodal loads expressing the nodal loads of the nodal points p stored in the nodal load input storage means 34 in the form of a matrix. The virtual stress state quantity generated at each node is calculated by multiplying the matrix [P] by the stress coefficient matrix [α] stored in the coefficient matrix storage unit 34.
The fulcrum reaction force calculation unit 33b is a means for executing a fulcrum reaction force calculation procedure (S2b). The fulcrum reaction force coefficient matrix [ε] stored in the coefficient matrix storage unit 34 is stored in the nodal load matrix [P]. ] To calculate the virtual fulcrum reaction force generated at each fulcrum.

構造材断面毎・許容値登録手段３６は、梁の断面種類毎に前記仮想の許容応力状態量Ｐ_y‘および許容変形量Ｐ_y‘’を登録した梁断面毎・許容値登録部３６ａと、柱の断面種類毎に許容耐力を登録した柱断面毎・許容値登録部３６ｂとを有する。 The structural material cross section / allowable value registering means 36 includes a beam cross section / allowable value registering unit 36a in which the virtual allowable stress state quantity P _y ′ and allowable deformation quantity P _y ″ are registered for each cross section type of the beam, Each column cross-section and permissible value registration unit 36b that registers permissible proof stress for each column cross-section type.

構造材断面選定手段３５は、構造材断面登録手順（Ｓ３）を実行する手段であり、梁断面選定部３５ａおよび柱断面選定部３５ｂを有する。梁断面選定部３５ａは、梁断面選定手順（Ｓ３ａ）を実行する手段であり、梁断面毎・許容値登録部３６ａに登録されている梁の断面種類毎の許容応力状態量Ｐ_y‘およびＰ_y‘’と前記応力・変形量等演算手段３３で計算された応力状態量Ｐ’および変形量Ｐ‘’とをそれぞれ比較し、全ての節点の応力状態量Ｐ’および変形量Ｐ‘’が前記許容応力状態量Ｐ_y‘および許容変形量Ｐ_y‘’を満足する断面の梁のうちで定められた優先度が最も高い断面の梁を選ぶ。 The structural material section selection means 35 is a means for executing the structural material section registration procedure (S3), and includes a beam section selection section 35a and a column section selection section 35b. The beam section selection unit 35a is a means for executing the beam section selection procedure (S3a), and the allowable stress state quantities P _y ′ and P _{y for} each beam section type registered in the beam section and allowable value registration unit 36a. _By comparing _y ″ with the stress state quantity P ′ and the deformation quantity P ″ calculated by the stress / deformation quantity computing means 33, respectively, the stress state quantity P ′ and the deformation quantity P ″ of all the nodes are obtained. A cross-section beam having the highest priority is selected from the cross-section beams satisfying the allowable stress state quantity P _y ′ and the allowable deformation quantity P _y ″.

柱断面選定部３５ｂは、柱断面選定手順（Ｓ３ｂ）を実行する手段であり、柱断面毎・許容値登録部３６ｂに登録されている柱断面毎の許容耐力と、前記支点反力演算部３３ｂで演算された支点反力とを各支点毎に比較し、全ての支点の支点反力が前記許容耐力を満足する断面の柱のうちで定められた優先度が最も高い断面の柱を選ぶ。 The column cross section selection unit 35b is a means for executing a column cross section selection procedure (S3b), and the allowable proof stress for each column cross section registered in the column cross section / permissible value registration unit 36b and the fulcrum reaction force calculation unit 33b. The fulcrum reaction force calculated in (1) is compared for each fulcrum, and the column with the highest priority is selected from the columns with the fulcrum reaction force of all fulcrums satisfying the allowable proof stress.

出力手段３８は、構造材断面選定手段３５で選定された梁および柱の断面を画面表示装置１５ａに表示する手段である。出力手段３８は、柱断面選定手順（Ｓ３ｂ）の一部を実行する手段である。 The output means 38 is a means for displaying the cross section of the beam and column selected by the structural material section selection means 35 on the screen display device 15a. The output means 38 is a means for executing a part of the column cross section selection procedure (S3b).

この構造材の最適断面選定装置２１における各手段のさらに具体的な機能は、最適断面選定方法につき前述した内容、および最適断面選定方法について以下に説明する内容と同様である。 More specific functions of each means in the optimum section selecting device 21 for the structural material are the same as the contents described above for the optimum section selecting method and the contents described below for the optimum section selecting method.

図１５〜図１８共に、図８〜図１４に示した例につき、理解の容易のために、各節点荷重に仮の数値の例を与えて説明する。なお、数値の単位は省略する。また、各図において２本の梁（大梁(1) ，大梁(2) ）につき、各過程の内容を並べて示しているが、各過程は個々の梁（大梁(1) ，大梁(2) ）毎に順に行っても、また２本の梁（大梁(1) ，大梁(2) ）につき平行して行っても良い。 15 to 18, the examples shown in FIGS. 8 to 14 will be described by giving examples of provisional numerical values to the nodal loads for easy understanding. The unit of numerical values is omitted. In each figure, the contents of each process are shown side by side for two beams (large beam (1), large beam (2)), but each process is an individual beam (large beam (1), large beam (2)). You may carry out in order for every two beams, or it may carry out in parallel about two beams (large beam (1), large beam (2)).

図１５は、１本の通りの梁２を、両端支持の２本の単純梁である大梁(1) ，大梁(2) に分けた場合の構造材選定例を示す。同図（Ａ）に示すように、大梁(1) は、５つの節点ｐを有し、各節点ｐには左側端から順に、０，８０，０，０，８０の節点荷重が作用しているとする。大梁(2) についても、５つの節点ｐを有し、各節点ｐには左側端から順に、０，８０，０，０，８０（単位は省略）の節点荷重が作用している。これらの節点荷重を節点荷重入力過程Ｒ１（図８）で入力する。節点荷重マトリクス [Ｐ] は、左右のいずれの梁についても、 [０，８０，０，０，８０] となる。なお、図１６は、図１５の左側１本の大梁(1) についての各図を抽出した図である。 FIG. 15 shows a structural material selection example in the case where a single beam 2 is divided into a large beam (1) and a large beam (2) which are two simple beams supported at both ends. As shown in FIG. 4A, the girder (1) has five nodes p, and node loads of 0, 80, 0, 0, 80 are applied to each node p in order from the left end. Suppose that The girder (2) also has five nodes p, and node loads of 0, 80, 0, 0, 80 (unit is omitted) are applied to each node p in order from the left end. These nodal loads are input in the nodal load input process R1 (FIG. 8). The nodal load matrix [P] is [0, 80, 0, 0, 80] for both the left and right beams. FIG. 16 is a diagram obtained by extracting each figure for the single left beam (1) in FIG.

このように入力された節点荷重マトリクス [Ｐ] （＝ [０，８０，０，０，８０] ）に、前記応力・変形量演算過程（Ｒ２ａ）として、前記応力係数マトリクス [α] および変形係数マトリクス [β] を乗算し、各梁（大梁(1) ，大梁(2) ）の仮想の応力状態量[Ｐ‘]および仮想の変形量[Ｐ‘’]を求める。
同図の例において、大梁(1) につき、仮想の応力状態量Ｐ’は、各節点ｐにつき、順に２５，５０，４５，４０，３５であり、仮想の変形量Ｐ‘’は３７，６４，７３，６３，３８である。したがって、[Ｐ‘]＝[２５，５０，４５，４０，３５]であり、[p‘’]＝[３７，６４，７３，６３，３８]である。大梁(2) については、説明を省略する。 The nodal load matrix [P] (= [0, 80, 0, 0, 80]) input in this way is used as the stress / deformation amount calculation process (R2a) as the stress coefficient matrix [α] and the deformation coefficient. The matrix [β] is multiplied to obtain a virtual stress state quantity [P ′] and a virtual deformation quantity [P ″] of each beam (large beam (1), large beam (2)).
In the example shown in the figure, the virtual stress state quantity P ′ is 25, 50, 45, 40, 35 in order for each node p for the large beam (1), and the virtual deformation quantity P ″ is 37, 64. 73, 63, 38. Therefore, [P ′] = [25, 50, 45, 40, 35] and [p ″] = [37, 64, 73, 63, 38]. The explanation of Oyori (2) is omitted.

このように、各節点ｐの仮想の応力状態量[Ｐ‘]と仮想の変形量[Ｐ‘’]を求めた後、これらを、梁断面選定過程（Ｒ３ａ）（図８）において、梁断面毎・許容値登録手段３６（図１６（Ｄ），図１３）に登録されている各梁（Ａ，Ｂ，Ｃ，……）の仮想の許容応力状態量Ｐy‘および仮想の許容変形量Ｐy‘’と比較する。なお、図１６（Ｄ）においては、比較する値を明確にするために、各仮想の許容応力状態量Ｐy‘および仮想の許容変形量Ｐy‘’を各節点ｐ毎に示しているが、仮想の許容応力状態量Ｐy‘および仮想の許容変形量Ｐy‘’は、節点位置に係わらず一定である。 Thus, after obtaining the virtual stress state quantity [P ′] and the virtual deformation quantity [P ″] of each node p, these are obtained in the beam section selection process (R3a) (FIG. 8). Virtual allowable stress state quantity Py ′ and virtual allowable deformation quantity Py of each beam (A, B, C,...) Registered in each / allowable value registration means 36 (FIG. 16D, FIG. 13). Compare with ''. In FIG. 16D, in order to clarify the values to be compared, each virtual allowable stress state quantity Py ′ and virtual allowable deformation quantity Py ″ are shown for each node p. The allowable stress state quantity Py ′ and the virtual allowable deformation quantity Py ″ are constant regardless of the node positions.

同図の例において、梁Ａの場合、仮想の許容応力状態量Ｐy‘が２０であり、仮想の応力状態量[Ｐ‘]が２５，５０，４５，４０，３５であるため、いずれの節点ｐにおいても、仮想の応力状態量Ｐ‘が仮想の許容応力状態量Ｐy‘よりも大きく、条件不満足（ＮＧ）である。
梁Ｂの場合、仮想の許容応力状態量Ｐy‘が５０であり、仮想の応力状態量[Ｐ‘]が２５，５０，４５，４０，３５であるため、全ての節点ｐについて仮想の許容応力状態量Ｐy‘未満であり、仮想の許容応力状態量Ｐy‘についての条件は満足（ＯＫ）である。仮想の変形量[Ｐ‘’]３７，６４，７３，６３，３８についても、仮想の許容変形量[Ｐy‘’]が１００であるため、全ての節点ｐについて仮想の許容変形量Ｐy‘’未満であり、仮想の許容変形量[Ｐy‘’]についての条件も満足する（ＯＫ）。したがって、梁断面として梁Ｂが用いることができる。梁Ｃは、仮想の許容応力状態量Ｐy‘および仮想の許容変形量Ｐy‘’が共に梁Ｂよりも大きく、梁Ｃについても条件を満足する（ＯＫ）。
この条件を満足する梁Ｂ，梁Ｃのうち、梁Ｂの方が小さな断面（設計耐力が小さい断面）であるため、優先度を梁断面が小さいこととする場合、梁Ｂが最適断面として選定されることになる。 In the example in the figure, in the case of the beam A, the virtual allowable stress state quantity Py ′ is 20, and the virtual stress state quantity [P ′] is 25, 50, 45, 40, 35. Also in p, the virtual stress state quantity P ′ is larger than the virtual allowable stress state quantity Py ′, and the condition is not satisfied (NG).
In the case of the beam B, since the virtual allowable stress state quantity Py ′ is 50 and the virtual stress state quantity [P ′] is 25, 50, 45, 40, 35, the virtual allowable stress is applied to all the nodes p. It is less than the state quantity Py ′, and the condition for the virtual allowable stress state quantity Py ′ is satisfied (OK). For the virtual deformation amount [P ″] 37, 64, 73, 63, 38, the virtual allowable deformation amount [Py ″] is 100, so the virtual allowable deformation amount Py ″ for all the nodes p. And the condition for the virtual allowable deformation amount [Py ″] is also satisfied (OK). Therefore, the beam B can be used as the beam cross section. The beam C has both a virtual allowable stress state amount Py ′ and a virtual allowable deformation amount Py ″ larger than those of the beam B, and the beam C also satisfies the condition (OK).
Of beams B and C satisfying this condition, beam B has a smaller cross section (a cross section with a lower design strength). Therefore, when priority is given to a smaller beam cross section, beam B is selected as the optimal cross section. Will be.

なお、大梁(2) の場合、各節点ｐの仮想の応力状態量が５，１０，１５，２０，２５であり、梁Ａの仮想の許容応力状態量Ｐy‘が２０である。この場合、梁Ａは、４つの節点ｐについては仮想の許容応力状態量Ｐy‘に対して条件を満足（ＯＫ）しているが、仮想の応力状態量が２５である右端の節点ｐについて、仮想のＰy‘の条件を満足せず（ＮＧ）、梁Ａを用いることができない。 In the case of the large beam (2), the virtual stress state quantity of each node p is 5, 10, 15, 20, 25, and the virtual allowable stress state quantity Py ′ of the beam A is 20. In this case, the beam A satisfies the condition for the virtual allowable stress state quantity Py ′ for the four nodes p (OK), but the rightmost node p for which the virtual stress state quantity is 25 is The virtual Py ′ condition is not satisfied (NG), and the beam A cannot be used.

上記の応力・変形量演算過程（Ｒ２ａ）と並行して、あるいはその後に、梁の両端の支点反力を演算する支点反力演算過程（Ｒ２ｂ）を行う。支点反力の演算は、上述のように節点荷重の節点荷重マトリクス [Ｐ] と支点反力係数マトリクス [ε] とを乗算して得られる。図１５に示した例では、大梁(1) の左右の支点反力 ₁Ｖ_L ，₁Ｖ_Ｒは、それぞれ６７，９３である。また、大梁(2) の左右の支点反力 ₂Ｖ_L ，₂Ｖ_Ｒは、それぞれ１３，６７である。 In parallel with or after the stress / deformation amount calculation process (R2a), a fulcrum reaction force calculation process (R2b) for calculating fulcrum reaction forces at both ends of the beam is performed. The calculation of the fulcrum reaction force is obtained by multiplying the nodal load matrix [P] of the nodal load and the fulcrum reaction force coefficient matrix [ε] as described above. In the example shown in FIG. 15, a fulcrum reaction force ₁ V _L, ₁ V _R of the left and right girders (1) are each 67,93. Further, the fulcrum reaction force ₂ V _L, ₂ V _R of the right and left girder (2) are each 13,67.

柱の断面を選定するにつき、梁の通りの両端の支点、図示の例では大梁(1) の左端の ₁Ｖ_L と大梁(2) の右端の支点反力 ₂Ｖ_Ｒは、そのまま柱断面の選定のための柱荷重に用いられるが、両梁(1) ，(2) の間の柱は、両側の梁（大梁(1) ，大梁(2) ）の共通する支点の支点反力 ₁Ｖ_Ｒ， ₂Ｖ_L を加算した支点反力（９３＋１３＝１０６）が生じる。そのため、この加算した支点反力「１０６」を柱断面の選定のための設計荷重に用いる。すなわち、柱の設計荷重は、図１５（Ｃ）のように、左側から順に、柱(1) は６７、柱(2) は１０６、柱(3) は６７となる。 Per selecting section of the column, the opposite ends of the street beams fulcrum, the right end of the fulcrum reaction force ₂ V _R of the leftmost ₁ V _L and girders (2) of the girder (1) in the example shown, the intact pillar section It is used for the column load for selection, but the column between both beams (1) and (2) is the fulcrum reaction force of the fulcrum common to both beams (large beam (1) and large beam (2)) ₁ V A fulcrum reaction force (93 + 13 = 106) is obtained by adding _{R 1} and ₂ V _L. Therefore, the added fulcrum reaction force “106” is used as a design load for selecting the column cross section. That is, as shown in FIG. 15C, the column design load is 67 for the column (1), 106 for the column (2), and 67 for the column (3) from the left side.

図１５（Ｄ）に示すように、柱Ａの設計耐力は５０、柱Ｂの設計耐力は２００である。したがって、柱(1) ，(2) ，(3) のいずれも、柱Ａでは、その設計荷重６７，１０６，６７が設計耐力５０を上まわるため、柱Ａは条件不満足（ＮＧ）である。柱(1) ，(2) ，(3) のいずれも、柱Ｂでは、その設計荷重６７，１０６，６７が設計耐力２００未満であるため、柱Ｂは条件満足（ＯＫ）であり、柱断面として柱Ｂが選定される。柱Ｂの他にも条件満足の柱断面がある場合は、その中で、優先度の最も高い柱断面を選定する。 As shown in FIG. 15D, the design strength of the column A is 50, and the design strength of the column B is 200. Accordingly, any of the columns (1), (2), and (3) is not satisfied (NG) in the column A because the design load 67, 106, 67 exceeds the design proof strength 50 in the column A. In any of the columns (1), (2), and (3), since the design load 67, 106, 67 of the column B is less than the design proof strength 200, the column B satisfies the condition (OK), and the column cross section Column B is selected as If there is a column cross section satisfying the condition other than the column B, the column cross section having the highest priority is selected.

図１７は、１本の通りの梁２を２スパン連続梁した場合の例を示す。このような連続梁と見なす場合は、節点荷重入力過程（Ｒ１）で入力された各節点の節点荷重に対して、前記中間の支点となる節点ｐ（同図の例では３つ目の節点）について、この中間の支点の支点反力の値を、絶対値が同じでマイナスの値として節点荷重に加えた値を、前記節点荷重マトリクス [Ｐ] として用いて、前記応力・変形量演算過程（Ｒ２ａ）における前記応力状態量Ｐ’および変形量Ｐ‘’の演算、および前記支点反力演算過程（Ｒ２ｂ）における支点反力の演算を行う。中間支点の支点反力の値を前記のようにマイナスの値として節点荷重に加えることで、２スパン連続梁を両端支持の単純梁に置き換えて計算が行える。なお、中間支点の支点反力の値は、節点荷重マトリクス [Ｐ]に中間支点の前記支点反力係数マトリクス [ε]〈図１２（F）〉を乗算して得る。 FIG. 17 shows an example in which a single beam 2 is a two-span continuous beam. In the case of such a continuous beam, the node p serving as the intermediate fulcrum with respect to the node load of each node input in the node load input process (R1) (the third node in the example in the figure) The value of the fulcrum reaction force of the intermediate fulcrum is the same as the negative value but added to the nodal load as a negative value as the nodal load matrix [P]. The stress state quantity P ′ and deformation quantity P ″ are calculated in R2a), and the fulcrum reaction force is calculated in the fulcrum reaction force calculation process (R2b). By adding the value of the fulcrum reaction force of the intermediate fulcrum to the nodal load as a negative value as described above, the calculation can be performed by replacing the two-span continuous beam with a simple beam supported at both ends. The value of the fulcrum reaction force of the intermediate fulcrum is obtained by multiplying the nodal load matrix [P] by the fulcrum reaction force coefficient matrix [ε] (FIG. 12 (F)) of the intermediate fulcrum.

図１７に図示の例では、連続梁は７つの節点ｐを持つ梁であって、３番目の節点ｐが中間支点となる。この場合、各節点の節点荷重は、左側から順に、０，０，０，０，０，８０，０であるが、中間支点の支点反力_１Ｖ_ｒが「５４」である。そのため、この支点反力１Ｖｒを絶対値が同じでマイナスの値とした「−５４」を、３つの節点荷重（この例では「０」）に加算し、演算に用いる節点荷重マトリクス [Ｐ] は [０，０，−５４，０，０，８０，０] とする。これが、２スパン連続梁の節点荷重マトリクスとなる。 In the example shown in FIG. 17, the continuous beam is a beam having seven nodes p, and the third node p is an intermediate fulcrum. In this case, node load of each node are in order from the left side, is a 0,0,0,0,0,80,0, fulcrum reaction force ₁ V _r of the intermediate support point is "54". Therefore, “−54” in which the fulcrum reaction force 1Vr has the same absolute value and a negative value is added to three nodal loads (in this example, “0”), and the nodal load matrix [P] used for the calculation is [0, 0, -54, 0, 0, 80, 0]. This is a nodal load matrix for a two-span continuous beam.

この節点荷重マトリクス [Ｐ] を用いて通常の両端支点の単純梁と同様に仮想の応力状態量Ｐ’、および仮想の変形量Ｐ‘’を求める（図１７（Ｂ））。この求められた仮想の応力状態量Ｐ’、および仮想の変形量Ｐ‘’と、構造材断面毎・許容値登録手段３６に登録されている各梁Ａ〜Ｃの仮想の許容応力状態量Ｐ’，仮想の許容変形量Ｐy‘’と比較し、前記と同様に梁断面を選定する。 Using this nodal load matrix [P], an imaginary stress state quantity P 'and an imaginary deformation quantity P' 'are obtained in the same way as with a simple beam at a normal fulcrum at both ends (FIG. 17B). The obtained virtual stress state quantity P ′ and virtual deformation quantity P ″, and the virtual allowable stress state quantity P of each of the beams A to C registered in the structural material cross-section and allowable value registration means 36. Compared with ', virtual allowable deformation amount Py' ', the beam cross section is selected in the same manner as described above.

また、連続梁の両端の支点反力を前記と同様に演算し、各柱(4)(5)(6) につき、前記と同様に構造材断面毎・許容値登録手段３６に登録されている各柱Ａ，Ｂの柱設計耐力と比較し、条件満足の柱断面を選び、その中から優先度の最も高い柱断面を選定する。中間の柱１(5) の支点反力は、前記の節点荷重入力過程（Ｒ１）で入力する中間の支点の支点反力の値を用いる。 Further, the fulcrum reaction force at both ends of the continuous beam is calculated in the same manner as described above, and each column (4), (5), and (6) is registered in the structural material cross section / allowable value registration means 36 in the same manner as described above. Compared with the column design proof strength of each column A and B, select a column cross-section satisfying the conditions, and select the column cross-section with the highest priority from among them. As the fulcrum reaction force of the intermediate column 1 (5), the value of the fulcrum reaction force of the intermediate fulcrum input in the nodal load input process (R1) is used.

１…柱
２…梁（大梁）
３…梁（小梁）
５…柱梁接合部
１０…コンピュータ
２１…最適断面選定装置
３１…入力手段
３２…入力節点荷重記憶手段
３３…応力変形量等演算手段
３３ａ…応力・変形量演算部
３３ｂ…支点反力演算部
３４…構造材断面選定手段
３５…構造材断面毎・許容値登録手段
３５ａ…梁断面選定部
３５ｂ…柱断面選定部
３６…構造材断面毎・許容値登録手段
３６ａ…梁断面毎・許容値登録部
３６ｂ…柱断面毎・許容値登録部
３８…出力手段
[α] …応力係数マトリクス
[β] …変形係数マトリクス
[ε] …支点反力係数マトリクス 1 ... Column 2 ... Beam (large beam)
3 ... Beam (small beam)
5 ... Column beam joint 10 ... Computer 21 ... Optimal cross section selection device 31 ... Input means 32 ... Input nodal load storage means 33 ... Stress deformation amount calculation means 33a ... Stress / deformation amount calculation section 33b ... Support point reaction force calculation section 34 ... Structural material cross section selection means 35 ... Structural material cross section / allowable value registration means 35a ... Beam cross section selection part 35b ... Column cross section selection part 36 ... Structural material cross section / allowable value registration means 36a ... Below beam cross section / allowable value registration part 36b: Per column section / allowable value registration unit 38: Output means
[α] ... Stress coefficient matrix
[β] ... Deformation coefficient matrix
[ε] ... fulcrum reaction force coefficient matrix

Claims

A method of selecting at least a cross-section of a beam of a building structural material from various registered cross-sections using a computer,
The beam has an end supporting condition of pin joint,
A nodal load input process for inputting the nodal load, which is a vertical load acting on each equally divided nodal point on the beam to be selected for the cross section, for all the nodal points,
A virtual stress state generated at each node by multiplying the node load matrix expressing the node load of each input node in the form of a matrix by a stress coefficient matrix and a deformation coefficient matrix each consisting of a matrix of predetermined coefficients. Calculation process such as stress and deformation amount to calculate the amount and deformation amount,
The virtual allowable stress state amount and allowable deformation amount that are predetermined for each cross-sectional type of the registered beam are compared with the stress state amount and deformation amount calculated in the calculation process such as the stress and deformation amount, respectively. A structural material cross-section selecting step of selecting a cross-section beam having the highest priority among the cross-section beams in which the stress state quantity and deformation amount of the node satisfy the allowable stress state quantity and allowable deformation quantity. ,
The optimum cross-section selection method for structural materials.

2. The method of selecting an optimal cross section for a structural material according to claim 1, wherein the stress coefficient matrix and the deformation coefficient matrix are provided for each beam having a different beam span and the number of nodes, respectively, and the determined coefficients are vertical and horizontal. The number of rows and columns is the number of nodes, and the stress coefficient matrix and the deformation coefficient matrix used in the calculation process such as stress and deformation amount are the same as the beam to be selected for the beam cross section. A method for selecting the optimum cross section of a structural material that is a matrix of spans and number of nodes.

3. The method of selecting an optimal cross section of a structural material according to claim 1 or 2, wherein the nodal load matrix is multiplied by a fulcrum reaction force coefficient matrix comprising a matrix of predetermined coefficients, and the fulcrum generated at each fulcrum of the beam. The fulcrum reaction force calculation process for calculating the reaction force,
The virtual allowable proof stress determined for each registered column cross-sectional type and the fulcrum reaction force obtained in the fulcrum reaction force calculation process are compared for each fulcrum, and the allowable proof stress is determined for each fulcrum. Including a column cross-section selection process that selects a column with the highest priority among the columns satisfying
The optimum cross-section selection method for structural materials.

4. The method of selecting an optimal cross section for a structural material according to claim 1, wherein the beam to be selected for the cross section has a fulcrum supported by columns at both ends and in the middle. For the nodal load of each nodal point input in the nodal load input process, for the nodal point that is the intermediate fulcrum, the fulcrum reaction force value of this intermediate fulcrum is the same as the negative value. Using the value added to the nodal load as a matrix, the load as a matrix, the stress state quantity and deformation amount calculation in the stress / deformation amount calculation process, and the fulcrum reaction force calculation process in the fulcrum reaction force calculation process The optimum cross-section selection method for structural materials.

5. The method of selecting an optimal cross section for a structural material according to claim 1, wherein, in the material cross section selection process, a hypothetical allowable stress predetermined for each registered cross section type of the beam. A method for selecting an optimal cross section of a structural material, which is obtained by comparing a value obtained by multiplying one or both of a state quantity and an allowable deformation quantity by an arbitrary safety factor with the stress state quantity and the deformation quantity.

6. The method for selecting an optimal cross section of a structural material according to claim 1, wherein the predetermined priority is that the cross section of the structural material is the smallest.

6. The optimal cross-section selection method for a structural material according to claim 1, wherein the predetermined priority is that the price of the structural material is the cheapest.

The process of designing a model of a three-dimensional frame with a pin joint where the beam end is supported using columns and beams,
A process of disassembling the beam for each column beam joint from the frame model;
Selecting a cross section of the beam to be used for each disassembled beam,
In the process of selecting the cross section, the optimum cross section selection method for a structural material according to any one of claims 1 to 7 is applied.
Structure design support method.

An apparatus for selecting an optimal cross section for a structural material that selects at least a cross section of a beam from among various registered cross sections of the structural material of the building,
The beam has an end supporting condition of pin joint,
Input node load storage means for storing loads for all nodes inputted from the input means for nodal loads, which are vertical loads acting on each equally divided node on the cross section selection target beam,
A node having a coefficient matrix storage section storing a stress coefficient matrix and a deformation coefficient matrix each consisting of a matrix of predetermined coefficients, and representing the node loads of each node stored in the node load input storage means in the form of a matrix Stress / deformation amount calculation means for calculating virtual stress state quantities and deformation amounts generated at the respective nodes by multiplying the load matrix by the stress coefficient matrix and the deformation coefficient matrix stored in the coefficient matrix storage unit, respectively. When,
Each structural material cross-section and permissible value registration means in which virtual permissible stress state amount and permissible deformation amount are registered for each cross-section type of the beam,
Permissible stress state amount and allowable deformation amount for each cross-section type of the beam registered in the structural material cross section / permissible value registration means, and the stress state amount and deformation amount calculated by the calculation means such as the stress / deformation amount And selecting the cross-section beam having the highest priority among the cross-section beams in which the stress state quantities and deformation amounts of all the nodes satisfy the allowable stress state quantity and the allowable deformation quantity. A selection means,
An optimal cross-section selection device for structural materials.

10. The optimum section selection device for a structural material according to claim 9, wherein a virtual fulcrum reaction force generated at each fulcrum of the beam is obtained by multiplying the nodal load matrix by a fulcrum reaction force coefficient matrix comprising a matrix of predetermined coefficients. A fulcrum reaction force calculation unit for calculating
For each column cross-section and permissible value registration section where permissible proof stress is registered for each column cross-section type,
For each fulcrum, the virtual allowable proof stress determined for each column cross-section and column cross-section type registered in the permissible value registration unit is compared with the fulcrum reaction force obtained by the fulcrum reaction force calculation means. , For each of the fulcrum, comprising a column cross-section selection unit that selects a column of the cross-section with the highest priority determined among the columns that satisfy the allowable proof stress,
Optimal cross-section selection device for structural materials.

A program that is executed by a computer and selects at least a cross-section of a beam of a building structural material from various registered cross-sections,
The beam has an end supporting condition of pin joint,
Nodal load input that stores the loads for all nodes input from the input means in the specified storage area for the nodal loads that are vertical loads acting on each equally divided node on the cross section selection target beam Procedure and
A virtual stress state generated at each node by multiplying the node load matrix expressing the node load of each stored node in the form of a matrix by a stress coefficient matrix and a deformation coefficient matrix each consisting of a matrix of predetermined coefficients. Calculation procedures such as stress and deformation amount to calculate the amount and deformation amount,
The virtual allowable stress state amount and allowable deformation amount determined for each cross-sectional type of the beam registered in a predetermined storage area, and the stress state amount and deformation amount calculated by the calculation procedure such as the stress / deformation amount, respectively. A cross-section selection procedure for selecting a cross-section beam having the highest priority among the cross-section beams in which the stress and deformation amount of all nodes satisfy the permissible stress state quantity and the permissible deformation amount.
An optimal cross-section selection program for structural materials.