JP2003147778A - Concrete structure and its design method - Google Patents
Concrete structure and its design methodInfo
- Publication number
- JP2003147778A JP2003147778A JP2001352032A JP2001352032A JP2003147778A JP 2003147778 A JP2003147778 A JP 2003147778A JP 2001352032 A JP2001352032 A JP 2001352032A JP 2001352032 A JP2001352032 A JP 2001352032A JP 2003147778 A JP2003147778 A JP 2003147778A
- Authority
- JP
- Japan
- Prior art keywords
- steel material
- concrete
- concrete structure
- joint
- concrete layer
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Retaining Walls (AREA)
- Reinforcement Elements For Buildings (AREA)
- Foundations (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、コンクリート構造
物に関するものである。TECHNICAL FIELD The present invention relates to a concrete structure.
【０００２】[0002]
【従来の技術】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Ｒ
Ｃ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。2. Description of the Related Art Conventionally, a concrete structure having a double floor (lowermost floor slab f and foundation slab b) having a synthetic underground RC wall d has a bending moment distribution as shown in FIG.
Composite underground RC wall d (integrated underground R
It was possible to treat the bending moment M 0 at the ends of the C wall a and the steel material c). However, in the case of a concrete structure such as a mat slab structure where the basement floor slab b of the basement is directly in contact with the ground as shown in FIG. Since the bending moment of the portion is directly transmitted to the foundation 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 slab b. Since not only shearing force but also tensile force acts on these joints at the same time, the mechanism for transmitting the tensile force to the lower end reinforcing bars of the foundation floor slab b was not clear when only the headed stud was applied.
【０００３】[0003]
【発明が解決しようとする課題】＜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。<A> The present invention is to provide a suitably designed concrete structure. <B> The present invention also provides 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> Further, the present invention is to appropriately design the strength of the corner portion of the composite wall of the concrete structure.
【０００４】[0004]
【課題を解決するための手段】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備え、接合部の端部付
近に配置される保持材の引張力を他の保持材より大きく
することを特徴とする、コンクリート構造物、又は、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。According to the present invention, there is provided a joint portion where a first concrete layer and a second concrete layer intersect, and
Steel material placed on the outer surface of the concrete layer and the joint, and attached to the steel material to integrate the steel material and the joint,
A concrete structure or a first concrete, comprising: a holding material arranged in the joint, wherein the tensile force of the holding material arranged near the end of the joint is larger than that of the other holding materials. Attached to the steel material to integrate the steel material and the joint portion where the joint portion where the first 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 disposed inside the joint portion In a method for designing a concrete structure having a holding material, a bending moment and an axial force acting on a steel material integrated with a joint are calculated, and a shearing force and a tensile force acting on the holding material are calculated from the bending moment and the axial force. It is a method for designing a concrete structure, which is characterized by calculating a force and designing a concrete structure.
【０００５】[0005]
【発明の実施の形態】以下、本発明の実施の形態を説明
する。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below.
【０００６】＜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１
２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。<A> Concrete Structure A concrete structure is provided with a joint portion 12 where a first concrete layer 1 and a second concrete layer 2 intersect, and a steel material 3 is integrally arranged outside the first concrete layer 1. It has a body 13. As an example of this concrete structure, as shown in FIGS. 1 and 2, for example, there is a structure composed of a synthetic underground RC wall integrated with a mountain retaining wall and a foundation floor slab. 1 concrete layer 1
Corresponding to the composite structure 13 of No. 1, the base slab corresponds to the second concrete layer 2, and the composite underground RC wall and the base slab are joined 1
It is joined at 2. Further, as another example of the concrete structure, there is a structure including a rooftop concrete roof integrated with a steel material and a concrete wall, 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 concrete roof on the 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-framed concrete, reinforced steel-framed concrete, etc. are used. Further, the steel material 3 may be one having a large tensile strength, and for example, H-section steel is used.
【０００７】＜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１
２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> Joining part The joining part 12 where the first concrete layer 1 and the second concrete layer 2 intersect is, for example, in the example of FIGS. 1 and 2, the underground RC wall of the first concrete layer 1 and the second concrete layer. It is the joining point with the 2nd floor slab. The first concrete layer 1 is integrated with the mountain retaining wall of the steel material 3 and the retaining materials 4 and 5 to form a synthetic structure 13 of a synthetic underground RC wall. Holding material 4, 5
Is a unit that integrates the first concrete layer 1 and the steel material 3, and may be one that resists shearing force and tensile force. As shown in FIG. 3, for example, the holding members 4 and 5 include a first holding member 4 such as a headed stud, and a second holding member 5 such as a deformed steel bar stud having a tensile strength higher than that of the first holding member 4. It is attached by fixing to. In FIG. 1, the first floor slab 6 is shown above. 2 is an enlarged view of the joint portion 12 of FIG. 1, and FIG. 3 is a three-dimensional schematic view showing a state in which the first concrete layer 1 and the second concrete layer 2 of FIG. 2 are not formed. It is a thing. Junction 1
The second holding material 5 is arranged at the corner of the lower end of 2. 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 attachment length is attached to each steel member 3. The number of the first holding members 4 is the number that resists the tensile force and the shearing force, and in FIG. 3, headed studs are attached to each steel member 3 and are attached at predetermined intervals in the height direction.
【０００８】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, steel material 3
Then, a force such as earth pressure or water pressure acts on the composite structure 13 of the first concrete layer 1. As a result, the composite structure 13 of the steel material 3 and the first concrete layer 1 has the first bending moment distribution as shown in FIG. The bending moment acting on the joint portion 12 of the composite structure 13 is large and becomes M 1 . Joint 12
M 1 of the first bending moment distribution at the end of the
Is configured to be directly transmitted to the second concrete layer 2. As shown in FIGS. 1 to 3, the second holding material 5 is joined to the joining portion 12
Bending moment M 1 acting on the composite structure 13 of the steel material 3 and the first concrete layer 1 by arranging it at the end of
Can be transferred directly to the second concrete layer 2.
【０００９】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。A method for designing a concrete structure will be described below with reference to the drawings.
【００１０】＜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 an example of calculation of stress acting on steel material 3, as shown in FIG. 4, first, earth pressure or water pressure, steel material 3 and first concrete layer 1 Bending moment M 1 acting on the steel material 3 of the joint 12 and the first concrete layer 1 from the composite structure 13 of FIG.
Is calculated (S1).
【００１１】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Ｄ
１、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）。Next, the shared stress σ H0 of the steel material 3 is calculated from σ H0 = M 1 / Z from the section modulus Z of the composite structure 13 of the steel material 3 and the first concrete layer 1 and the bending moment M 1 . Also, the neutral axis x nw , the thickness D of the first concrete layer
1. From the steel thickness DH , geometrically, σHi can be expressed as σHi
= Σ H0 (D 1 -x nw ) / (D H + D 1 -x nw) by calculating (S2).
【００１２】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（σ Ｈ０−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 mode of the steel material 3 at the joint 12 is
Mento MjIs calculated. First, the average stress of steel 3
((ΣHi+ ΣH0) / 2) and the cross-sectional area S of the steel material 3
And the axial force N is N = S × (σHi+ ΣH0) / 2
Set. In addition, the difference in stress level (σ H0−σHi) And steel
Section modulus ZHBending moment M of steel 3HTo MH
= (ΣH0−σHi) × ZHCalculated by Steel material 3
Bending moment M of the boundary of the first concrete layer 1jIs
Mj= N × DH/ 2 + MH(S3).
【００１３】＜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> Preparation of Joint Model Since the bending moment M j applied to the steel material 3 at the boundary between the steel material 3 of the joint portion 12 and the first concrete layer 1 is 100% transmitted from the steel material 3 to the joint portion 12, , And is equal to the bending moment applied to the steel material 3 of the joint 12. Therefore, using the bending moment M j applied to the steel material 3, the bending moment applied to each part of the steel material 3 of the joint 12 is obtained. Therefore, 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 tension and shearing force, and a joint model is created (S4). The joint part model is performed by deciding the cross-sectional area, the number, and the installation dimension of the holding materials 4 and 5 such as studs, and disposing the holding materials 4 and 5 on the steel material 3. At that time, when the tensile force becomes large, the deformed steel bar studs are arranged in consideration of the transmission of the tensile force to the lower end bar of the second concrete layer 2.
【００１４】＜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 of holding material and design The axial force N acting on the steel material 3 of the joint 12 is resisted by the shearing force (q i ) of the studs such as the headed stud and the deformed steel bar stud. That is, the type and number of studs are determined so that the total shearing force of the studs is Q = Σq i ≧ N. Further, the bending moment M j acting on the steel material 3 of the joint portion 12 is resisted by the tensile force ( pi ) of the studs such as the headed stud and the deformed steel bar stud. In this case, the neutral axis X nj is obtained by the balance of 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).
【００１５】＜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を式２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（Ｓ
６）。<D> Judgment of Joint Model For each stud, the q i and p i obtained from the axial force N and the bending moment M j are substituted into the evaluation formula of Formula 2, and if the left side is less than 1, The design is within the allowable stress level set in step S4. If the left side exceeds 1, the process returns to step S4 to rearrange the studs. By repeating these operations, an optimum joint model is created (S
6).
【００１６】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 consisting of a synthetic underground RC wall integrated with a mountain retaining wall and a foundation floor slab, as shown in FIGS. 2 and 3, a deformed steel bar is formed near the end of the joint 12 of the synthetic underground RC wall. An optimum joining model can be created by attaching a second holding material such as a stud and attaching the first holding material 1 such as a headed stud at a predetermined interval above the second holding material.
【００１７】[0017]
【式２】 [Formula 2]
【００１８】[0018]
【発明の効果】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。According to the present invention, the following effects can be obtained. <A> According to the present invention, an appropriately designed concrete structure can be obtained. <B> Further, according to the present invention, it is possible to obtain a concrete structure in which the strength of the corner portion of the synthetic wall is appropriately designed. <C> Further, according to the present invention, the strength of the concrete structure can be appropriately designed. <D> Further, according to the present invention, the strength of the corner portion of the composite wall of the concrete structure can be appropriately designed.
【図１】コンクリート構造物の説明図[Figure 1] Illustration of concrete structure
【図２】コンクリート構造物接合部付近の説明図[Fig.2] Explanatory drawing near the concrete structure joint
【図３】コンクリート構造物接合部付近の保持材の取付
図[Fig. 3] Attachment diagram of the holding material near the joint of concrete structures
【図４】コンクリート構造物の設計方法の流れ図[Figure 4] Flow chart of the method for designing concrete structures
【図５】従来技術を説明するコンクリート構造物の説明
図FIG. 5 is an explanatory view of a concrete structure for explaining a conventional technique.
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 1-First concrete layer 11 ... Foundation beams 12 ... Joining part ..Synthetic structure 2nd second concrete layer 3 ... Steel 4 ... First holding material 5: Second holding material 6 ... 1st floor slab
───────────────────────────────────────────────────── フロントページの続き (72)発明者 加藤千博 東京都渋谷区渋谷一丁目16番14号 東急建 設株式会社内 Ｆターム(参考） 2D046 AA11 2D048 AA91 2E164 AA02 ─────────────────────────────────────────────────── ─── Continued front page (72) Inventor Chihiro Kato 1-16-14 Shibuya, Shibuya-ku, Tokyo Tokyu Inside the corporation F-term (reference) 2D046 AA11 2D048 AA91 2E164 AA02
Claims (7)
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備え、 接合部の端部付近に配置される保持材の引張力を他の保
持材より大きくすることを特徴とする、コンクリート構
造物。1. A joint part where a first concrete layer and a second concrete layer intersect, a steel material arranged on an outer surface of the first concrete layer and the joint part, and a steel material for attaching the steel material and the joint part to each other. And a holding material arranged in the joint, and the tensile force of the holding material arranged near the end of the joint is made larger than other holding materials.
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、該せん断力と該引
張力に耐え得る保持材を配置することを特徴とする、コ
ンクリート構造物。2. The concrete structure according to claim 1, wherein the bending moment and the axial force acting on the steel material integrated with the joint are calculated, and the shear acting on the holding material is calculated from the bending moment and the axial force. A concrete structure characterized by calculating a force and a tensile force, and disposing a holding material capable of withstanding the shearing force and the tensile force.
いて、 鋼材と第１コンクリート層は、合成地下ＲＣ壁を構成
し、第２コンクリート層は、基礎床版を構成することを
特徴とする、コンクリート構造物。3. The concrete structure according to claim 1, wherein the steel material and the first concrete layer constitute a synthetic underground RC wall, and the second concrete layer constitutes a foundation slab. Concrete structure.
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。4. A joint portion at which a first concrete layer and a second concrete layer intersect, a steel material arranged on an outer surface of the first concrete layer and the joint portion, and a steel material attached to the steel material in order to integrate the joint portion. In a method for designing a concrete structure having a holding material disposed in the joint, the bending moment and the axial force acting on the steel material integrated with the joint are calculated, and the bending moment and the axial force are retained. A method for designing a concrete structure, characterized by calculating a shearing force and a tensile force acting on a material and designing a concrete structure.
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。5. The method for designing a concrete structure according to claim 4, wherein the bending moment acting on the steel material integrated with the joint portion is calculated by calculating the bending moment applied to the joint portion between the steel material and the first concrete, A method for designing a concrete structure, comprising: calculating a shared stress of a steel material in the bending moment, and calculating from the shared stress and a sectional modulus of the steel material.
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。 【式１】 6. The concrete structure designing method according to claim 4, wherein the shearing force q and the tensile force p acting on the holding material are designed so as to satisfy the following expressions. Structure design method. [Formula 1]
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。7. The method for designing a concrete structure according to claim 4, wherein the steel material and the first concrete layer are synthetic underground RC walls,
A method for designing a concrete structure, wherein the second concrete layer is a foundation slab.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2004053240A1 (en) * | 2002-12-09 | 2004-06-24 | Ueda, Mieko | Method of calculating structure of foundation bed, calculataion program therefor, and recording medium for the program |
| JP2012046979A (en) * | 2010-08-27 | 2012-03-08 | Kumagai Gumi Co Ltd | Building foundation using earth retaining wall |
| JP2019210743A (en) * | 2018-06-07 | 2019-12-12 | 株式会社竹中工務店 | Retaining wall structure |
-
2001
- 2001-11-16 JP JP2001352032A patent/JP3785351B2/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2004053240A1 (en) * | 2002-12-09 | 2004-06-24 | Ueda, Mieko | Method of calculating structure of foundation bed, calculataion program therefor, and recording medium for the program |
| JP2012046979A (en) * | 2010-08-27 | 2012-03-08 | Kumagai Gumi Co Ltd | Building foundation using earth retaining wall |
| JP2019210743A (en) * | 2018-06-07 | 2019-12-12 | 株式会社竹中工務店 | Retaining wall structure |
| JP7133366B2 (en) | 2018-06-07 | 2022-09-08 | 株式会社竹中工務店 | Retaining wall structure |
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