JPH0762401B2 - Reinforcement method for beams and flat slabs around the pillar head - Google Patents
Reinforcement method for beams and flat slabs around the pillar headInfo
- Publication number
- JPH0762401B2 JPH0762401B2 JP63143212A JP14321288A JPH0762401B2 JP H0762401 B2 JPH0762401 B2 JP H0762401B2 JP 63143212 A JP63143212 A JP 63143212A JP 14321288 A JP14321288 A JP 14321288A JP H0762401 B2 JPH0762401 B2 JP H0762401B2
- Authority
- JP
- Japan
- Prior art keywords
- steel material
- flat slab
- pillar
- flat
- column
- 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.)
- Expired - Fee Related
Links
- 238000000034 method Methods 0.000 title claims description 13
- 230000002787 reinforcement Effects 0.000 title description 3
- 239000000463 material Substances 0.000 claims description 41
- 229910000831 Steel Inorganic materials 0.000 claims description 40
- 239000010959 steel Substances 0.000 claims description 40
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 238000005452 bending Methods 0.000 description 11
- 230000000694 effects Effects 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 241000272165 Charadriidae Species 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Landscapes
- Rod-Shaped Construction Members (AREA)
Description
【発明の詳細な説明】 （産業上の利用分野） 本発明は、柱と梁との接合部若しくは柱とフラットスラ
ブとの接合部における、曲げ応力の低減及びせん断力に
対する補強方法に関する。Description: TECHNICAL FIELD The present invention relates to a method for reducing bending stress and reinforcing a shearing force at a joint between a column and a beam or a joint between a column and a flat slab.
（従来の技術） 従来、柱と梁との接合部、若しくは、柱とフラットスラ
ブとの接合部においては、前記梁等に大きな加重が加わ
ると、柱との接合部においてひび割れが生じて破壊され
るおそれがあることから、例えば、梁の成を大きくした
り、第１図に示すように、フラットスラブ4aの場合に
は、柱１との接合部に曲げ耐力やせん断耐力を増すため
のキャピタル２が設けられる。(Prior Art) Conventionally, at a joint between a column and a beam or at a joint between a column and a flat slab, when a large load is applied to the beam or the like, a crack is generated at the joint between the column and the beam is destroyed. Therefore, for example, in the case of a flat slab 4a, as shown in FIG. 1, the capacity for increasing the bending strength and shearing strength of the column 1 is increased. Two are provided.
（発明が解決しようとする問題点） しかしながら、梁の成を大きくするのはコストが嵩み、
有効階高が低くなり、また、前記キャピタル２を設ける
ことは、接合部における成が大きくなって有効階高が低
くなり、構築時の型枠の施工にも手間が掛かると言う問
題点があった。(Problems to be solved by the invention) However, increasing the size of the beam is costly,
The effective floor height becomes low, and the provision of the capital 2 causes a problem that the joint floor becomes large, the effective floor height becomes low, and it takes time and effort to construct the formwork at the time of construction. It was
また、柱１の幅よりも幅の大きな梁や、キャピタル２の
無いフラットスラブの場合に、補強用の鋼板などを介在
させる補強方法では資材費が嵩み更に施工に手間が掛か
ってコストアップになると言う問題点があった。Further, in the case of a beam having a width larger than the width of the pillar 1 or a flat slab without the capital 2, the reinforcing method in which a steel plate for reinforcement is interposed increases the material cost and further increases the labor cost for the construction. There was a problem that it would be.
（問題点を解決するための手段） 本発明の上記問題点を解決するための手段は、柱と梁若
しくはフラットスラブとの接合部において、外筒に挿通
した半円形状のPC鋼材の両端部を、前記柱を挟んで梁若
しくはフラットスラブの下面に係止すると共に、前記柱
内における前記PC鋼材の半円形状の中央部を梁若しくは
フラットスラブの上面の位置に近づけて配設し、コンク
リートの打設・硬化後に前記PC鋼材を緊張して定着させ
ることとした柱頭部周囲の梁、フラットスラブの補強方
法である。(Means for Solving the Problems) Means for solving the above problems of the present invention is, at the joint between the column and the beam or the flat slab, both ends of a semicircular PC steel material inserted into the outer cylinder. Is locked to the lower surface of the beam or the flat slab across the pillar, and the semicircular center portion of the PC steel material in the pillar is placed close to the position of the upper surface of the beam or flat slab, and concrete. Is a method of reinforcing the beams and flat slabs around the stilts by tensioning and fixing the PC steel material after casting and hardening.
（作用） 本発明の補強方法によれば、半円形状にしたPC鋼材は、
第２図及び第５図に示すように、その半円形状の中央部
6aが梁やフラットスラブ4,4aの上面７の位置に近づけて
配設してあるので、前記中央部6aと左右の定着部（鋼材
５のある部分）間で予想される破壊面10に対して略直角
に近い角度で引張力が働く。(Operation) According to the reinforcing method of the present invention, the semicircular PC steel material is
As shown in FIGS. 2 and 5, the semicircular central portion
Since 6a is arranged close to the position of the upper surface 7 of the beam or flat slab 4, 4a, the fracture surface 10 expected between the central portion 6a and the left and right fixing portions (the portion with the steel material 5) is The tensile force works at an angle close to a right angle.
よって、前記PC鋼材に与えたプレストレスが前記破壊面
10を生じさせるせん断力に有効かつ効率的に働いて対抗
する。Therefore, the prestress applied to the PC steel material is the fracture surface.
Effectively and efficiently acts and counters the shear force that causes 10.
更に、定着部を上向きに持ち上げ、第６図に示すよう
に、鉛直荷重時に応力と逆向きの曲げ応力を発揮させ
る。従って梁又はフラットスラブの曲げ応力が低減され
る。Further, the fixing portion is lifted upward, and as shown in FIG. 6, a bending stress opposite to the stress is exerted at the time of vertical load. Therefore, the bending stress of the beam or flat slab is reduced.
また、半円形状のPC鋼材の両端部で緊張させるので、柱
１を挟んだ梁若しくはフラットスラブの接合部の両側
に、均等にポストテンションによるプレストレスを付加
することができる。Further, since tension is applied at both ends of the semi-circular PC steel material, pre-stress due to post tension can be evenly applied to both sides of the beam or flat slab joint where the column 1 is sandwiched.
（実施例） 本発明の補強方法の実施例を第２図乃至第５図を参照し
て詳細に説明する。(Example) An example of the reinforcing method of the present invention will be described in detail with reference to FIGS. 2 to 5.
第１実施例は、第２図に示すように、柱１とフラットス
ラブ４との接合部を補強する場合において、柱１とフラ
ットスラブ４の配筋をした後に、若しくは同時に、全体
半円形状の外筒11（第４図参照）を前記柱１にまたがっ
て配置する。In the first embodiment, as shown in FIG. 2, in the case of reinforcing the joint between the pillar 1 and the flat slab 4, after the reinforcement of the pillar 1 and the flat slab 4, or at the same time, the entire semicircular shape is formed. The outer cylinder 11 (see FIG. 4) is placed over the pillar 1.
このとき、前記外筒11の中央部を、フラットスラブ４の
上面７の位置にできるかぎり近づけた状態に配設する。At this time, the central portion of the outer cylinder 11 is arranged as close to the upper surface 7 of the flat slab 4 as possible.
そして、前記外筒11の一端側から、両端部にネジ溝８を
刻設したPC鋼材６を挿通する。該PC鋼材６の両端部を、
前記柱１を挟んでその近傍でフラットスラブ４の下面に
取り付けた平板状の鋼材５の貫通孔（図示せず）に貫通
させて前記下面から突出させ、前記ネジ溝８にナット等
を螺着してPC鋼材６を固定する。Then, from one end side of the outer cylinder 11, a PC steel material 6 having screw grooves 8 formed at both ends is inserted. Both ends of the PC steel material 6,
The pillar 1 is sandwiched between the pillar 1 and the flat slab 4 and the plate-shaped steel material 5 is attached to the lower surface of the flat slab 4 through the through hole (not shown) to project from the lower surface. Then, the PC steel material 6 is fixed.
こうして、半円形状のPC鋼材６が、外筒11に挿通され半
円形状でその中央部6aをフラットスラブ４の上面７の位
置に近づけた状態に配設される。In this way, the semicircular PC steel material 6 is inserted into the outer cylinder 11 and is disposed in a semicircular shape with its central portion 6a being close to the position of the upper surface 7 of the flat slab 4.
この後、コンクリートを打設して、該コンクリートの硬
化後にジャッキ等の緊張手段で前記PC鋼材６を緊張させ
て、前記ナット等を更に締め込んで緊張・定着させ、コ
ンクリートにプレストレスを与える。After that, concrete is poured, and after the concrete is hardened, the PC steel material 6 is tensioned by a tensioning means such as a jack, and the nut or the like is further tightened to tension and fix the concrete, thereby prestressing the concrete.
前記PC鋼材６の緊張作業においては、PC鋼材６の両端部
にジャッキを取り付けて同時に引っ張っても良いし、片
側を定着させておいて他側をジャッキで引っ張っても良
い。いずれにしても各々一本のPC鋼材６においては、柱
１のフラットスラブ４との接合部における両側のフラッ
トスラブ４に均一なプレストレスが与えられる。In the tensioning work of the PC steel material 6, jacks may be attached to both ends of the PC steel material 6 and pulled simultaneously, or one side may be fixed and the other side may be pulled by the jack. In any case, in each of the single PC steel materials 6, uniform prestress is applied to the flat slabs 4 on both sides in the joint portion of the pillar 1 with the flat slab 4.
しかも、PC鋼材６の中央部6aの位置が高いので、フラッ
トスラブ４に大きな加重が加わった場合に予想される破
壊面10に対して、PC鋼材６の中央部6a乃至その片側端部
に至る円弧状曲線が略直交するほどに配置されている。Moreover, since the position of the central portion 6a of the PC steel material 6 is high, the fracture surface 10 expected when a large load is applied to the flat slab 4 reaches the central portion 6a of the PC steel material 6 or one end thereof. The arc-shaped curves are arranged so that they are substantially orthogonal to each other.
従って、プレストレスが前記破壊面10に対して無駄無く
効率的に作用し、せん断破壊力に強く抵抗することにな
る。Therefore, the prestress acts efficiently on the fracture surface 10 without waste and strongly resists the shear fracture force.
更に、第６図に示すように、両端部固定の通常の応力状
態（第６図（イ）参照）に対して、半円形状のPC鋼材の
緊張によって上向きの力を発揮させることにより逆向き
の曲げ応力を発生させて（第６図（ロ）参照）、端部と
中央部における通常の曲げ応力を低減させる（第６図
（ハ）参照）ことになる。Further, as shown in FIG. 6, the normal stress state of fixing both ends (see FIG. 6 (a)) is reversed by exerting an upward force by tension of the semicircular PC steel material. The bending stress is generated (see FIG. 6 (b)) to reduce the normal bending stress at the end portion and the central portion (see FIG. 6 (c)).
この実施例においては、フラットスラブ４を梁であると
考えても同様の作用・効果が得られるのは勿論である。In this embodiment, even if the flat slab 4 is considered to be a beam, it is of course possible to obtain the same action and effect.
本発明の第２実施例は、第３図乃至第４図に示すよう
に、キャピタル２を有するフラットスラブ4aに対してPC
鋼材６で補強した例である。In the second embodiment of the present invention, as shown in FIGS. 3 to 4, the flat slab 4a having the capital 2 is used for the PC.
This is an example reinforced with steel material 6.
この場合に、定着部における鋼材５は、図示のようにア
ングル材とし、更に定着部の安定のために楔型の台座12
を使用してPC鋼材６のネジ溝８をナット９で、緊張後に
締着してある。In this case, the steel material 5 in the fixing portion is an angle material as shown in the drawing, and a wedge-shaped pedestal 12 is used to stabilize the fixing portion.
The screw groove 8 of the PC steel material 6 is tightened with a nut 9 after tensioning.
この第２実施例のPC鋼材６の配設と緊張方法は前記第１
実施例と同様であり説明を省略する。The arrangement and tensioning method of the PC steel material 6 of this second embodiment are the same as those of the first embodiment.
The description is omitted because it is similar to the embodiment.
このように、キャピタル２を有する場合にも補強方法と
して有効であり、第５図に示すように、キャピタル２の
下端部３の面に対するPC鋼材６の中央部6a乃至片側端部
に至る角度θを大きくすることができ、予想される破壊
面10に対してほぼ直交する程度まで配設できる。このこ
とによって、PC鋼材６に与えたプレストレスが前記破壊
面10にほぼそのまま働き、緊張材の配置角度による力の
損失が最小に抑えられる。In this way, it is effective as a reinforcing method even when it has the capital 2, and as shown in FIG. 5, the angle θ from the central portion 6a to one end of the PC steel material 6 with respect to the surface of the lower end portion 3 of the capital 2 is θ. Can be increased, and can be arranged to a degree substantially orthogonal to the expected fracture surface 10. As a result, the prestress applied to the PC steel material 6 acts almost as it is on the fracture surface 10, and the loss of force due to the arrangement angle of the tension material is minimized.
また、一本のPC鋼材６を緊張させることで、前記中央部
6aを支点にしてその両側に均等なプレストレスが与えら
れ、柱１を挟んでプレストレスが異なるようなおそれが
ない。In addition, by tensioning one PC steel material 6, the central portion
Pre-stress is evenly applied to both sides with 6a as a fulcrum, and there is no fear that the pre-stress will be different across the pillar 1.
このように、本発明の補強方法により、半円形状のPC鋼
材を、その中央部を梁やフラットスラブの上面の位置に
近づけて配設することで、接合部に上向きの力を与え逆
向きの曲げ応力を発生させて通常の曲げ応力を低減さ
せ、更に、予想される破壊面にプレストレスを有効に作
用させることができるようになったものである。なお、
PC鋼材の配置に関して、平面視で交差させて配設するこ
とを妨げるものではない。Thus, by the reinforcing method of the present invention, the semicircular PC steel material, by disposing the central portion close to the position of the upper surface of the beam or flat slab, to give an upward force to the joint portion in the opposite direction It is possible to generate normal bending stress by reducing the normal bending stress and to effectively apply prestress to the expected fracture surface. In addition,
Regarding the arrangement of the PC steel materials, it does not prevent the arrangement of the PC steel materials so that they intersect each other in a plan view.
（発明の効果） 本発明の柱頭部周囲の梁、フラットスラブの補強方法
は、柱と梁若しくはフラットスラブとの接合部におい
て、外筒に挿通した半円形状のPC鋼材の両端部を、前記
柱を挟んで梁若しくはフラットスラブの下面に係止する
と共に、前記柱内における前記PC鋼材の半円形状の中央
部を梁若しくはフラットスラブの上面の位置に近づけて
配設し、コンクリートの打設・硬化後に前記PC鋼材を緊
張して定着させることであるので、前記PC鋼材による上
向きの力で逆向きの曲げ応力が発生して通常の曲げ応力
を低減させることができると共に、前記中央部の位置が
高くなって破壊面に略直交する程に配置され、せん断力
に対してプレストレスがほぼそのまま有効に作用して強
く抵抗するようになる、と言う優れた効果を奏する。(Effect of the invention) The beam around the stigma of the present invention, the reinforcing method of the flat slab, at the joint between the column and the beam or the flat slab, both ends of the semi-circular PC steel material inserted into the outer cylinder, While locking the pillar to the lower surface of the beam or flat slab, place the semi-circular center part of the PC steel material in the pillar close to the position of the upper surface of the beam or flat slab, and cast concrete Since it is to fix the PC steel material by tension after hardening, it is possible to reduce the normal bending stress due to the reverse bending stress generated by the upward force of the PC steel material, and It has an excellent effect that it is arranged so that the position becomes higher and is substantially orthogonal to the fracture surface, and the pre-stress acts effectively as it is against the shearing force and strongly resists it.
また、各々一本のPC鋼材等の緊張材を柱を挟んで半円形
状に配置し緊張させるので、その半円形状の中央部を支
点にして両側に均一なプレストレスを容易に与えること
ができ、柱の両側でプレストレスを等しくするための面
倒な手間が不要となって作業能率が向上し工期の短縮化
が図れると言う優れた効果を奏する。Also, since each one of the tension members, such as PC steel, is placed in a semicircular shape with the pillars sandwiched between them and tensioned, it is easy to apply uniform prestress to both sides with the center of the semicircular shape as the fulcrum. Therefore, it is possible to eliminate the troublesome work for equalizing the pre-stress on both sides of the column, improving the work efficiency and shortening the construction period.
更に、本発明の補強方法により、フラットスラブにおい
てはキャピタルを不要することも若しくはその成を小さ
くすることもでき、また、梁の場合にも成の小さい梁に
もすることができて有効階高が大きくなると共に、工期
の短縮とコストの軽減を図ることができると言う優れた
効果を奏する。Further, by the reinforcing method of the present invention, in the flat slab, it is possible to eliminate the need for capital or to reduce its formation, and in the case of a beam, it is possible to make a beam with a small size, so that the effective floor height is high. It is possible to achieve an excellent effect that the work period can be shortened and the cost can be reduced as well.
第１図は従来例に係り、柱と梁若しくはフラットスラブ
との接合部に破壊面が生じた様子を示す縦断面図、第２
図は本発明の補強方法の第１実施例を示す縦断面図、第
３図は同第２実施例を示す縦断面図、第４図は第２実施
例の一部拡大縦断面図、第５図は同第２実施例において
破壊面に対するプレストレスの作用を説明するための縦
断面図、第６図（イ），（ロ），（ハ）は曲げ応力の説
明図である。 １…柱、２…キャピタル、３…下端部、４…フラットス
ラブ、５…鋼材、６…PC鋼材、７…上面、８…ネジ溝、
９…ナット、10…破壊面、11…外筒。FIG. 1 relates to a conventional example and is a vertical cross-sectional view showing a state in which a fracture surface is formed at a joint portion between a column and a beam or a flat slab.
FIG. 4 is a vertical sectional view showing a first embodiment of the reinforcing method of the present invention, FIG. 3 is a vertical sectional view showing the same second embodiment, and FIG. 4 is a partially enlarged vertical sectional view of the second embodiment. FIG. 5 is a longitudinal sectional view for explaining the action of prestress on the fracture surface in the second embodiment, and FIGS. 6A, 6B, 6C, and 6C are explanatory views of bending stress. 1 ... Pillar, 2 ... Capital, 3 ... Lower end part, 4 ... Flat slab, 5 ... Steel material, 6 ... PC steel material, 7 ... Top surface, 8 ... Thread groove,
9 ... Nut, 10 ... Breaking surface, 11 ... Outer cylinder.
Claims (1)
において、外筒に挿通した半円形状のPC鋼材の両端部
を、前記柱を挟んで梁若しくはフラットスラブの下面に
係止すると共に、前記柱内における前記PC鋼材の半円形
状の中央部を梁若しくはフラットスラブの上面の位置に
近づけて配設し、コンクリートの打設・硬化後に前記PC
鋼材を緊張して定着させることを特徴とする柱頭部周囲
の梁、フラットスラブの補強方法。1. A joint between a column and a beam or a flat slab, wherein both ends of a semicircular PC steel material inserted into an outer cylinder are locked to the lower surface of the beam or the flat slab with the column interposed therebetween, The semi-circular center part of the PC steel material in the pillar is arranged close to the position of the upper surface of the beam or flat slab, and the PC is placed and cured after the concrete is placed.
A method of reinforcing beams and flat slabs around the head of a pillar, which is characterized by tensioning and fixing steel materials.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63143212A JPH0762401B2 (en) | 1988-06-10 | 1988-06-10 | Reinforcement method for beams and flat slabs around the pillar head |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63143212A JPH0762401B2 (en) | 1988-06-10 | 1988-06-10 | Reinforcement method for beams and flat slabs around the pillar head |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01312163A JPH01312163A (en) | 1989-12-15 |
| JPH0762401B2 true JPH0762401B2 (en) | 1995-07-05 |
Family
ID=15333496
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63143212A Expired - Fee Related JPH0762401B2 (en) | 1988-06-10 | 1988-06-10 | Reinforcement method for beams and flat slabs around the pillar head |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0762401B2 (en) |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS59102047A (en) * | 1982-12-03 | 1984-06-12 | 株式会社 長谷川工務店 | Shear reinforcement of reinforced concrete beam |
-
1988
- 1988-06-10 JP JP63143212A patent/JPH0762401B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH01312163A (en) | 1989-12-15 |
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