JP2006118353A - Method of designing concrete structure - Google Patents

Method of designing concrete structure Download PDF

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JP2006118353A
JP2006118353A JP2006000878A JP2006000878A JP2006118353A JP 2006118353 A JP2006118353 A JP 2006118353A JP 2006000878 A JP2006000878 A JP 2006000878A JP 2006000878 A JP2006000878 A JP 2006000878A JP 2006118353 A JP2006118353 A JP 2006118353A
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concrete
concrete structure
steel material
bending moment
steel
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JP3809183B2 (en
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Shiyougo Miura
三浦正悟
Kiyoshi Numagami
沼上清
Chihiro Kato
加藤千博
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Tokyu Construction Co Ltd
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Tokyu Construction Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide an appropriately designed concrete structure. <P>SOLUTION: A method of designing the concrete structure having a joint part where a first concrete layer and a second concrete layer cross, a steel material arranged on the outer surfaces of the first concrete layer and joint part, and a holding material disposed within the joint part and mounted to the steel material to integrate the steel material and the joint part, is characterized by computing bending moment and axial force applied to the steel material integrated with the joint part, and computing shearing force and tensile force applied to the holding material, from the bending moment and axial force to design the concrete structure. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、コンクリート構造物の設計方法に関するものである。
The present invention relates to a method for designing a concrete structure.

従来、合成地下ＲＣ壁ｄを有する二重床（最下地下床版ｆと基礎床版ｂ）のコンクリート構造物では、図５（Ａ）のような曲げモーメント分布となり、基礎梁ｅの部分で合成地下ＲＣ壁ｄ（一体化した地下ＲＣ壁ａと鋼材ｃ）の端部の曲げモーメントＭ0の処理が可能であった。しかし、図５（Ｂ）のような地下階の基礎床版ｂがそのまま地盤に接するマットスラブ構造や免震構造の擁壁、ドライエリアなどのコンクリート構造物の場合、合成地下ＲＣ壁ｄの端部の曲げモーメントが基礎床版ｂへ直接伝達されるため、地下ＲＣ壁ａと基礎床版ｂとの接合部の曲げモーメントＭ1の伝達機構を明らかにする必要がある。これらの接合部には、せん断力のみならず引張力も同時に作用するために、頭つきスタッドのみの適用では、引張力を基礎床版ｂの下端鉄筋に伝達させる機構が明確ではなかった。
Conventionally, in a double floor concrete structure having a composite underground RC wall d (the lowermost floor slab f and the foundation floor slab b), the bending moment distribution as shown in FIG. The bending moment M 0 at the end of the synthetic underground RC wall d (integrated underground RC wall a and steel material c) could be processed. However, in the case of a concrete structure such as a mat slab structure, a seismic isolation structure retaining wall, or a dry area where the base floor slab b of the underground floor is in direct contact with the ground as shown in FIG. 5B, the end of the composite underground RC wall d Since the bending moment of the part is directly transmitted to the foundation floor slab b, it is necessary to clarify the transmission mechanism of the bending moment M 1 at the joint between the underground RC wall a and the foundation floor slab b. Since not only the shearing force but also the tensile force acts simultaneously on these joints, the mechanism for transmitting the tensile force to the lower end reinforcing bar of the foundation floor slab b is not clear when only the headed stud is applied.

＜イ＞本発明は、適切に設計されたコンクリート構造物を提供することにある。
＜ロ＞また、本発明は、合成壁の隅部の強度が適切に設計されたコンクリート構造物を提供することにある。
＜ハ＞また、本発明は、コンクリート構造物の強度を適切に設計することにある。
＜ニ＞また、本発明は、コンクリート構造物の合成壁隅部の強度を適切に設計することにある。
<I> An object of the present invention is to provide an appropriately designed concrete structure.
<B> Further, the present invention is to provide a concrete structure in which the strength of the corners of the composite wall is appropriately designed.
<C> Further, the present invention is to appropriately design the strength of the concrete structure.
<D> Moreover, this invention exists in designing the intensity | strength of the synthetic | combination wall corner part of a concrete structure appropriately.

本願発明は、第１コンクリート層と第２コンクリート層が交わる接合部と、第１コンクリート層と接合部の外面に配置される鋼材と、鋼材と接合部とを一体化するために鋼材に取り付けられ、接合部内に配置される保持材とを有するコンクリート構造物の設計方法において、接合部と一体化された鋼材に作用する曲げモーメントと軸力とを算定し、該曲げモーメントと軸力から保持材に作用するせん断力と引張力を算定し、コンクリート構造物を設計することを特徴とする、コンクリート構造物の設計方法にある。
The present invention is attached to a steel material in order to integrate the joint portion where the first concrete layer and the second concrete layer intersect, the steel material disposed on the outer surface of the first concrete layer and the joint portion, and the steel material and the joint portion. In a design method of a concrete structure having a holding material disposed in a joint, a bending moment and an axial force acting on a steel material integrated with the joint are calculated, and the holding material is calculated from the bending moment and the axial force. The method for designing a concrete structure is characterized in that a concrete structure is designed by calculating a shearing force and a tensile force acting on the structure.

本発明は、次のような効果を得ることができる。
＜イ＞本発明は、適切に設計されたコンクリート構造物を得ることができる。
＜ロ＞また、本発明は、合成壁の隅部の強度が適切に設計されたコンクリート構造物を得ることができる。
＜ハ＞また、本発明は、コンクリート構造物の強度を適切に設計することができる。
＜ニ＞また、本発明は、コンクリート構造物の合成壁隅部の強度を適切に設計することができる。
The present invention can obtain the following effects.
<I> The present invention can obtain a suitably designed concrete structure.
<B> Further, according to the present invention, a concrete structure in which the strength of the corners of the composite wall is appropriately designed can be obtained.
<C> In addition, the present invention can appropriately design the strength of the concrete structure.
<D> Moreover, this invention can design appropriately the intensity | strength of the synthetic | combination wall corner part of a concrete structure.

以下、本発明の実施の形態を説明する。   Embodiments of the present invention will be described below.

＜イ＞コンクリート構造物
コンクリート構造物は、第１コンクリート層１と第２コンクリート層２が交わる接合部１２を備え、第１コンクリート層１の外側に鋼材３を一体に配置した合成構造体１３を有するものである。このコンクリート構造物の例としては、例えば図１〜図２に示すように、山留め壁と一体化した合成地下ＲＣ壁と基礎床版からなる構造物があり、合成地下ＲＣ壁が鋼材３と第１コンクリート層１の合成構造体１３に対応し、基礎床版が第２コンクリート層２に対応し、合成地下ＲＣ壁と基礎床版が接合部１２で接合している。また、他のコンクリート構造物の例としては、鋼材と一体化された屋上のコンクリート屋根とコンクリート壁からなる構造物があり、屋上のコンクリート屋根が鋼材３と第１コンクリート層１の合成構造体１３に対応し、コンクリート壁が第２コンクリート層２に対応し、屋上のコンクリート屋根とコンクリート壁が接合部１２で接合している。なお、コンクリート層１、２は、圧縮強度が大きいものであればよく、例えば鉄筋コンクリート、鉄骨コンクリート、鉄筋鉄骨コンクリートなどを使用する。また、鋼材３は、引張強度の大きなものであればよく、例えばＨ形鋼を使用する。
<I> Concrete structure The concrete structure includes a joint structure 12 including a joint 12 where the first concrete layer 1 and the second concrete layer 2 intersect, and a steel material 3 integrally disposed on the outside of the first concrete layer 1. It is what you have. As an example of this concrete structure, for example, as shown in FIGS. 1 to 2, there is a structure composed of a synthetic underground RC wall and a foundation floor slab integrated with a retaining wall. Corresponding to the composite structure 13 of one concrete layer 1, the foundation floor slab corresponds to the second concrete layer 2, and the synthetic underground RC wall and the foundation floor slab are joined at the joint 12. As another example of the concrete structure, there is a structure composed of a rooftop concrete roof and a concrete wall integrated with a steel material, and the rooftop concrete roof is a composite structure 13 of the steel material 3 and the first concrete layer 1. The concrete wall corresponds to the second concrete layer 2, and the rooftop concrete roof and the concrete wall are joined at the joint portion 12. In addition, the concrete layers 1 and 2 should just have a large compressive strength, for example, reinforced concrete, steel concrete, reinforced steel concrete, etc. are used. Moreover, the steel material 3 should just be a thing with big tensile strength, for example, uses H-section steel.

＜ロ＞接合部
第１コンクリート層１と第２コンクリート層２が交わる接合部１２は、例えば図１〜図２の例では、第１コンクリート層１の地下ＲＣ壁と第２コンクリート層２の基礎床版との接合個所である。第１コンクリート層１は、鋼材３の山留め壁と保持材４、５で一体化され、合成地下ＲＣ壁の合成構造体１３を形成している。保持材４、５は、第１コンクリート層１と鋼材３を一体化するもので、せん断力や引張り力に抗するものであれば良い。保持材４、５は、例えば図３に示すように、頭付きスタッドなどの第１保持材４と、例えば異形棒鋼スタッドなど第１保持材４より引張強度の大きな第２保持材５を鋼材３に固定するなどして取り付けられる。なお、図１には、上方に１階床版６を示している。図２は、図１の接合部１２の拡大図であり、図３は、図２の第１コンクリート層１と第２コンクリート層２を形成していない状態であり、立体的に模式的に示したものである。接合部１２の下端の隅部に第２保持材５を配置する。第２保持材５の数は、引張力やせん断力に抗する本数とし、例えば図３では、各鋼材３に付着長の長い異形棒鋼スタッドを取り付ける。第１保持材４の数は、引張力やせん断力に抗する本数とし、図３では、各鋼材３に頭付きスタッドを取り付け、高さ方向に所定間隔で取り付ける。 <B> Joint part The joint part 12 where the first concrete layer 1 and the second concrete layer 2 intersect is, for example, in the example of FIGS. 1 to 2, the underground RC wall of the first concrete layer 1 and the foundation of the second concrete layer 2. This is the junction with the floor slab. The first concrete layer 1 is integrated with a retaining wall 4 and a retaining material 4 and 5 of a steel material 3 to form a composite structure 13 of a synthetic underground RC wall. The holding materials 4 and 5 integrate the 1st concrete layer 1 and the steel material 3, and should just resist a shear force and a tensile force. For example, as shown in FIG. 3, the holding members 4 and 5 include a first holding member 4 such as a headed stud and a second holding member 5 having a tensile strength higher than that of the first holding member 4 such as a deformed steel stud. It is attached by fixing to In FIG. 1, the first floor slab 6 is shown above. FIG. 2 is an enlarged view of the joint portion 12 of FIG. 1, and FIG. 3 is a state in which the first concrete layer 1 and the second concrete layer 2 of FIG. It is a thing. The second holding member 5 is arranged at the lower corner of the joint 12. The number of the second holding members 5 is the number that resists the tensile force and the shearing force. For example, in FIG. 3, a deformed steel bar stud with a long adhesion length is attached to each steel member 3. The number of the 1st holding | maintenance material 4 shall be the number resisting a tensile force and a shear force, and in FIG. 3, a stud with a head is attached to each steel material 3, and it attaches at a predetermined interval in the height direction.

図１のコンクリート構造物の場合、鋼材３と第１コンクリート層１の合成構造体１３に土圧や水圧などの力が作用する。その結果、鋼材３と第１コンクリート層１の合成構造体１３は図１のような第１曲げモーメント分布となる。合成構造体１３の接合部１２に作用する曲げモーメントは大きく、Ｍ1となる。接合部１２の端部の第１曲げモーメント分布のＭ1は、接合部１２で確実に第２コンクリート層２に直接伝達するように構成する。図１〜図３のように第２保持材５を接合部１２の端部に配置することにより、鋼材３と第１コンクリート層１の合成構造体１３に作用する曲げモーメントＭ1を第２コンクリート層２に直接伝達することができる。
In the case of the concrete structure of FIG. 1, forces such as earth pressure and water pressure act on the composite structure 13 of the steel material 3 and the first concrete layer 1. As a result, the composite structure 13 of the steel material 3 and the first concrete layer 1 has a first bending moment distribution as shown in FIG. The bending moment acting on the joint 12 of the composite structure 13 is large and becomes M 1 . M 1 of the first bending moment distribution at the end of the joint portion 12 is configured to be surely transmitted directly to the second concrete layer 2 at the joint portion 12. As shown in FIGS. 1 to 3, by arranging the second holding member 5 at the end of the joint portion 12, the bending moment M 1 acting on the composite structure 13 of the steel material 3 and the first concrete layer 1 is changed to the second concrete. It can be transmitted directly to layer 2.

以下に、図面を用いてコンクリート構造物の設計方法を説明する。   Below, the design method of a concrete structure is demonstrated using drawing.

＜イ＞鋼材に作用する力の算定例
鋼材３に作用する応力の算定例は、図４に示されているように、先ず、土圧や水圧と鋼材３と第１コンクリート層１の合成構造体１３などから、接合部１２の鋼材３と第１コンクリート層１とに作用する曲げモーメントＭ1を求める（Ｓ１）。 <A> Calculation example of force acting on steel material As shown in FIG. 4, the calculation example of the stress acting on the steel material 3 is first a composite structure of earth pressure or water pressure, the steel material 3 and the first concrete layer 1. A bending moment M 1 acting on the steel material 3 and the first concrete layer 1 of the joint 12 is obtained from the body 13 or the like (S1).

次に、鋼材３と第１コンクリート層１の合成構造体１３の断面係数Ｚと曲げモーメントＭ1から鋼材３の分担応力σH0をσH0＝Ｍ1／Ｚにより算定する。また、中立軸ｘnw、第１コンクリート層の厚さＤ1、鋼材の厚さＤHより、幾何学的に、σHiをσHi＝σH0（Ｄ1−ｘnw）／（ＤH＋Ｄ1−ｘnw）により算定する（Ｓ２）。 Then, from the moment M 1 and bending section modulus Z of the steel 3 and the first concrete layer 1 of the composite structure 13 a sharing stress sigma H0 of the steel material 3 is calculated by sigma H0 = M 1 / Z. Further, from the neutral axis x nw , the thickness D 1 of the first concrete layer, and the thickness D H of the steel material, σ Hi is geometrically determined as σ Hi = σ H0 (D 1 −x nw ) / (D H + D 1− x nw ) (S2).

次に、接合部１２にある鋼材３の曲げモーメントＭjを算定する。先ず、鋼材３の応力度の平均（（σHi＋σH0）／２）と鋼材３の断面積Ｓにより、軸力ＮをＮ＝Ｓ×（σHi＋σH0）／２により算定する。また、応力度の差分（σH0−σHi）と鋼材の断面係数ＺHより鋼材３の曲げモーメントＭHをＭH＝（σH0−σHi）×ＺHにより算定する。鋼材３と第１コンクリート層１の境界の曲げモーメントＭjは、Ｍj＝Ｎ×ＤH／２＋ＭHにより算定する（Ｓ３）。
Next, the bending moment M j of the steel material 3 at the joint 12 is calculated. First, the axial force N is calculated from N = S × (σ Hi + σ H0 ) / 2 based on the average stress level ((σ Hi + σ H0 ) / 2) of the steel material 3 and the cross-sectional area S of the steel material 3. Further, the bending moment M H of the steel material 3 is calculated from the difference in stress degree (σ H0 −σ Hi ) and the section modulus Z H of the steel material by M H = (σ H0 −σ Hi ) × Z H. The bending moment M j at the boundary between the steel material 3 and the first concrete layer 1 is calculated by M j = N × D H / 2 + M H (S3).

＜ロ＞接合部モデルの作成
接合部１２の鋼材３と第１コンクリート層１との境界における鋼材３にかかる曲げモーメントＭjは、鋼材３から接合部１２に１００％伝達されるので、接合部１２の鋼材３にかかる曲げモーメントと等しい。そこで、鋼材３にかかる曲げモーメントＭjを用いて、接合部１２の鋼材３の各部分にかかる曲げモーメントを求める。そのために、接合部内に頭付きスタッドの第１保持材４と異形棒鋼スタッドの第２保持材５を張力やせん断力を考慮して配置して、接合部モデルを作成する（Ｓ４）。接合部モデルは、スタッドなどの保持材４、５の断面積、本数、設置寸法を決めて、鋼材３に保持材４、５を配置して行う。その際、引張り力が大きくなると、第２コンクリート層２の下端筋への引張り力の伝達を考慮し、異形棒鋼スタッドを配置する。
<B> and steel 3 Creating junction 12 of the junction model bending moment M j according to the steel 3 at the boundary of the first concrete layer 1, since it is transmitted 100% to the junction 12 of a steel material 3, the joint It is equal to the bending moment applied to 12 steel materials 3. Therefore, by using the bending moment M j according to the steel 3, seeking the bending moment at each portion of the steel material 3 of the joint 12. For this purpose, the first holding member 4 of the headed stud and the second holding member 5 of the deformed steel bar stud are arranged in the joint in consideration of the tension and shearing force to create a joint model (S4). The joint model is determined by determining the cross-sectional area, the number, and installation dimensions of the holding members 4 and 5 such as studs and arranging the holding materials 4 and 5 on the steel material 3. At that time, when the tensile force increases, the deformed steel bar stud is disposed in consideration of transmission of the tensile force to the lower end reinforcement of the second concrete layer 2.

＜ハ＞保持材の配置と設計
接合部１２の鋼材３に作用する軸力Ｎに対して、頭付きスタッドと異形棒鋼スタッドなどのスタッドのせん断力（ｑi）で抵抗させる。即ち、スタッドのせん断力の合計Ｑ＝Σｑi≧Ｎとなるようにスタッドの種類や個数を決める。また、接合部１２の鋼材３に作用する曲げモーメントＭjに対して、頭付きスタッドと異形棒鋼スタッドなどのスタッドの引張り力（ｐi）により抵抗させる。この場合、中立軸Ｘnjは、鋼材３の軸に直角に作用する力の釣り合いにより求められ、鋼材３に作用する応力度の大きさは、曲げモーメントの大きさがＭjとなる条件で決まる（Ｓ５）。
<C> Arrangement and design of holding material The axial force N acting on the steel material 3 of the joint 12 is resisted by the shear force (q i ) of a stud such as a headed stud and a deformed steel bar stud. That is, the type and number of studs are determined so that the total shearing force Q = Σq i ≧ N. Further, the bending moment M j acting on the steel material 3 of the joint portion 12 is resisted by a tensile force ( pi ) of a stud such as a headed stud and a deformed steel bar stud. In this case, the neutral axis X nj is obtained by balancing the forces acting at right angles to the axis of the steel material 3, and the magnitude of the stress acting on the steel material 3 is determined by the condition that the magnitude of the bending moment is M j. (S5).

＜ニ＞接合部モデルの判定
各スタッドに対し、軸力Ｎと曲げモーメントＭjにより求められたｑiとｐiを数式１の評価式に代入し、左辺が１を下回れば、ステップＳ４で設定した許容応力度以内の設計である。また、左辺が１を上回った場合、ステップＳ４に戻り、スタッドの再配置を行う。これらの操作を繰り返して、最適な接合部モデルを作成する（Ｓ６）。 <D> Judgment of joint model For each stud, q i and p i obtained from the axial force N and bending moment M j are substituted into the evaluation formula of Formula 1, and if the left side is less than 1, step S4 The design is within the set allowable stress level. If the left side exceeds 1, the process returns to step S4 and the studs are rearranged. These operations are repeated to create an optimal joint model (S6).

山留め壁と一体化した合成地下ＲＣ壁と基礎床版とからなるコンクリート構造物の場合、図２〜図３のように、合成地下ＲＣ壁の接合部１２の端部付近に異形棒鋼スタッドなどの第２保持材を取り付け、その上方に所定の間隔で頭付きスタッドなどの第１保持材１を取り付け、最適な接合モデルを作成することができる。   In the case of a concrete structure composed of a synthetic underground RC wall and a foundation floor slab integrated with a retaining wall, as shown in FIGS. The second holding member is attached, and the first holding member 1 such as a headed stud is attached at a predetermined interval above the second holding member, so that an optimum joining model can be created.

Figure 2006118353
Figure 2006118353

コンクリート構造物の説明図Illustration of concrete structure コンクリート構造物接合部付近の説明図Explanatory drawing near the joint part of concrete structure コンクリート構造物接合部付近の保持材の取付図Installation drawing of retaining material near the joint of concrete structure コンクリート構造物の設計方法の流れ図Flow chart of concrete structure design method 従来技術を説明するコンクリート構造物の説明図Explanatory drawing of concrete structure explaining the prior art

符号の説明Explanation of symbols

１・・・第１コンクリート層
１１・・基礎梁
１２・・接合部
１３・・合成構造体
２・・・第２コンクリート層
３・・・鋼材
４・・・第１保持材
５・・・第２保持材
６・・・１階床版 DESCRIPTION OF SYMBOLS 1 ... 1st concrete layer 11 ... Foundation beam 12 ... Joint part 13 ... Composite structure 2 ... 2nd concrete layer 3 ... Steel material 4 ... 1st holding material 5 ... 1st 2 Holding material 6 ... 1st floor

Claims (4)

第１コンクリート層と第２コンクリート層が交わる接合部と、第１コンクリート層と接合部の外面に配置される鋼材と、鋼材と接合部とを一体化するために鋼材に取り付けられ、接合部内に配置される保持材とを有するコンクリート構造物の設計方法において、
接合部と一体化された鋼材に作用する曲げモーメントと軸力とを算定し、該曲げモーメントと軸力から保持材に作用するせん断力と引張力を算定し、コンクリート構造物を設計することを特徴とする、コンクリート構造物の設計方法。 The first concrete layer and the second concrete layer intersect with each other, the steel material disposed on the outer surface of the first concrete layer and the joint portion, and the steel material and the joint portion are attached to the steel material and integrated in the joint portion. In a method for designing a concrete structure having a holding material to be arranged,
Calculate the bending moment and axial force acting on the steel integrated with the joint, calculate the shearing force and tensile force acting on the holding material from the bending moment and axial force, and design the concrete structure. A method for designing a concrete structure, characterized. 請求項１に記載のコンクリート構造物の設計方法において、
接合部と一体化された鋼材に作用する曲げモーメントは、鋼材と第１コンクリートの接合部にかかる曲げモーメントを算定し、該曲げモーメントのうち鋼材の分担応力を算定し、該分担応力と鋼材の断面係数から算定することを特徴とする、コンクリート構造物の設計方法。 In the design method of the concrete structure of Claim 1,
The bending moment acting on the steel integrated with the joint is calculated by calculating the bending moment applied to the joint between the steel and the first concrete, and by calculating the share stress of the steel among the bending moment. A method for designing a concrete structure, characterized by calculating from a section modulus. 請求項１に記載のコンクリート構造物の設計方法において、
保持材に作用するせん断力ｑと引張力ｐは、下記の式を満足するように設計することを特徴とする、コンクリート構造物の設計方法。
Figure 2006118353
 In the design method of the concrete structure of Claim 1,
A method for designing a concrete structure, wherein the shearing force q and the tensile force p acting on the holding material are designed to satisfy the following formula.
Figure 2006118353
 請求項１に記載のコンクリート構造物の設計方法において、
鋼材と第１コンクリート層は、合成地下ＲＣ壁であり、第２コンクリート層は、基礎床版であることを特徴とする、コンクリート構造物の設計方法。 In the design method of the concrete structure of Claim 1,
A method for designing a concrete structure, wherein the steel material and the first concrete layer are synthetic underground RC walls, and the second concrete layer is a foundation floor slab.
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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2013036272A (en) * 2011-08-10 2013-02-21 Kumagai Gumi Co Ltd Method of evaluating bending moment borne by coupling means which couples earth retaining wall and foundation slab
JP7444397B2 (en) 2019-10-15 2024-03-06 株式会社神戸製鋼所 Construction method for retaining wall blocks, retaining wall members, and retaining wall blocks

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2013036272A (en) * 2011-08-10 2013-02-21 Kumagai Gumi Co Ltd Method of evaluating bending moment borne by coupling means which couples earth retaining wall and foundation slab
JP7444397B2 (en) 2019-10-15 2024-03-06 株式会社神戸製鋼所 Construction method for retaining wall blocks, retaining wall members, and retaining wall blocks

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