JPH0126953B2 - - Google Patents
Info
- Publication number
- JPH0126953B2 JPH0126953B2 JP58166757A JP16675783A JPH0126953B2 JP H0126953 B2 JPH0126953 B2 JP H0126953B2 JP 58166757 A JP58166757 A JP 58166757A JP 16675783 A JP16675783 A JP 16675783A JP H0126953 B2 JPH0126953 B2 JP H0126953B2
- Authority
- JP
- Japan
- Prior art keywords
- side wall
- bottom plate
- tank
- shell structure
- curved shell
- 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
Links
- 239000012791 sliding layer Substances 0.000 claims description 7
- 239000011513 prestressed concrete Substances 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000007788 liquid Substances 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 239000000463 material Substances 0.000 description 6
- 238000005452 bending Methods 0.000 description 5
- 238000006073 displacement reaction Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000001035 drying Methods 0.000 description 1
- 239000003208 petroleum Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
Landscapes
- Filling Or Discharging Of Gas Storage Vessels (AREA)
Description
【発明の詳細な説明】
本発明は水、石油、或いは低温液化ガス等の液
体貯蔵用プレストレストコンクリートタンクに係
るものである。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a prestressed concrete tank for storing liquids such as water, petroleum, or low-temperature liquefied gas.
一般にこの種のタンクはドーム屋根1、側壁2
及び底版3からなる平底円筒形に構成され、側壁
2と底版3との結合部は、用途、規模に応じてス
ライド方式、ヒンジ方式、固定方式等の構造が採
用されている。 Generally, this type of tank has a dome roof 1 and side walls 2.
It has a flat-bottom cylindrical shape consisting of a bottom plate 3 and a bottom plate 3, and the connecting portion between the side wall 2 and the bottom plate 3 has a structure such as a sliding type, a hinge type, a fixed type, etc. depending on the purpose and scale.
スライド方式の構造においては第2図に示すよ
うに、側壁2と底版3とが完全に絶縁されてい
て、円周方向のプレストレス及び水圧に対して側
壁2が自由に中心方向に変位することができるの
で、円周方向にも完全なプレストレスを与えるこ
とができ、また鉛直方向に曲げモーメントを生起
しないという利点を有するが、長期に亘つて液密
性を保持することは極めて困難である。 In the sliding type structure, as shown in Fig. 2, the side wall 2 and the bottom plate 3 are completely insulated, and the side wall 2 can be freely displaced toward the center in response to prestress and water pressure in the circumferential direction. It has the advantage of being able to apply complete prestress in the circumferential direction and not creating a bending moment in the vertical direction, but it is extremely difficult to maintain liquid tightness over a long period of time. .
ヒンジ方式の構造においては第3図に示すよう
に、側壁2と底版3とがヒンジ結合されていて、
側壁下端に鉛直方向曲げモーメントは生起しない
が、側壁中間部分に他の方式よりも大きな曲げモ
ーメントが生起し、鉛直方向には大量のPC鋼材
が必要になる。また側壁下端の中心方向への変位
が拘束されているため、側壁下部に上部と同じ円
周方向のプレストレスによる圧縮力を導入するこ
とはできず、乾燥収縮や温度変化によつてクラツ
クが発生し易い。更にこの方式もまた液密性を確
保するのが困難である。 In the hinge type structure, as shown in FIG. 3, the side wall 2 and the bottom plate 3 are hinged,
Although no vertical bending moment occurs at the bottom end of the side wall, a larger bending moment than other methods occurs at the middle part of the side wall, and a large amount of prestressing steel is required in the vertical direction. In addition, since the displacement of the lower end of the side wall toward the center is restricted, it is not possible to introduce compressive force due to prestress in the same circumferential direction to the lower part of the side wall as in the upper part, and cracks may occur due to drying shrinkage or temperature changes. Easy to do. Furthermore, it is also difficult to ensure liquid tightness with this method.
また固定方式の構造においては第4図に示すよ
うに、側壁2と底版3とが剛結合されていて、液
密生は最も良好であるが、円周方向プレストレス
及び液圧によつて側壁下端に大きな鉛直方向曲げ
モーメントが生起する。そのため矢張り鉛直方向
に大量のPC鋼材が必要となる。また側壁下端の
中心方向への変位が拘束されているので、ヒンジ
方式の場合と同様に側壁下部に円周方向のプレス
トレスによる圧縮力を導入することができない。 In addition, in the fixed type structure, as shown in Fig. 4, the side wall 2 and the bottom plate 3 are rigidly connected, and the liquid tightness is the best, but due to circumferential prestress and hydraulic pressure, the lower end of the side wall A large vertical bending moment occurs. Therefore, a large amount of prestressing steel is required in the vertical direction. Further, since the displacement of the lower end of the side wall toward the center is restricted, it is not possible to introduce compressive force due to prestress in the circumferential direction to the lower part of the side wall, as in the case of the hinge method.
本発明はこのような問題点を解決するために提
案されたものであつて、タンク側壁と底版とを結
合するコーナ部を連続した曲面シエル構造とな
し、側壁直下及び底版下面と基礎版との間に水平
方向に移動可能な滑動層を設けてなることを特徴
とするプレストレストコンクリートタンクに係る
ものである。 The present invention was proposed in order to solve these problems, and the corner portion that connects the tank side wall and the bottom plate is made into a continuous curved shell structure, and the corner part that connects the tank side wall and the bottom plate is made into a continuous curved shell structure, and the corner part that connects the tank side wall and the bottom plate is made to have a continuous curved shell structure, and the corner part that connects the tank side wall and the bottom plate is made to have a continuous curved shell structure. The present invention relates to a prestressed concrete tank characterized by having a horizontally movable sliding layer provided therebetween.
本発明に係るプレストレストコンクリートタン
クにおいては前記したように、タンク側壁と底版
とを結合するコーナ部を、前記従来方式における
如き直交型構造から、応力の伝達の滑らかな連続
した曲面シエル構造とし、且つ同コーナ部を挾ん
で位置する側壁直下及び底版下面と基礎版との間
に水平方向に移動可能な滑動層を設けることによ
つて、前記コーナ部の水平変位が拘束されること
がなくなり、面外方向の2次応力の発生を小さく
抑制することができる。 In the prestressed concrete tank according to the present invention, as described above, the corner portion that connects the tank side wall and the bottom plate is changed from the orthogonal structure as in the conventional system to a continuous curved shell structure for smooth stress transmission, and By providing a horizontally movable sliding layer between the side wall and the bottom surface of the bottom plate located between the corner part and the foundation plate, the horizontal displacement of the corner part is not restricted, and the surface The generation of outward secondary stress can be suppressed to a small level.
またこのように側壁下部のコーナ部を曲面シエ
ル構造にして半径方向の変形を容易ならしめるこ
とによつて、円周方向にもプレストレスによつて
十分な圧縮力を導入することができ、乾燥収縮や
温度変化によるクラツクの発生を防止しうるもの
である。 In addition, by creating a curved shell structure at the lower corner of the side wall to facilitate deformation in the radial direction, sufficient compressive force can be introduced in the circumferential direction by prestressing. This can prevent cracks from occurring due to shrinkage or temperature changes.
また必要に応じて側壁、底版に別々に配置され
ていた軸方向PC鋼材を連続した同一のものとす
ることが出来て、PC鋼材定着具の節約が出来る。 Furthermore, if necessary, the axial prestressing steel materials that were placed separately on the side walls and bottom plate can be made into continuous and identical pieces, thereby saving on the prestressing steel material fixing devices.
このように本発明によれば液密性に優れ、部材
厚さが薄く、PC鋼材量の少ない経済的なプレス
トレストタンクが提供されるものである。 As described above, according to the present invention, an economical prestressed tank with excellent liquid tightness, thin member thickness, and a small amount of prestressed steel material is provided.
以下本発明を図示の実施例について説明する。 The present invention will be described below with reference to the illustrated embodiments.
第5図及び第6図において11はプレストレス
トコンクリートタンクのドーム屋根、12は側
壁、13は底版で、側壁12及び底版13を結合
するコーナ部14が連続した曲面シエル構造に構
成され、同コーナ部14及び前記底版13並に側
壁12の下面が基礎版15上に設置されている。
なお側壁12及びコーナ部14にはタンク内液
圧、ガス圧等による円周方向軸引張力を打消すた
めに円周方向にPC鋼材16が配設され、同PC鋼
材16によつてプレストレスが導入されている。
また、必要に応じて、面外方向の曲げモーメント
に抵抗するための軸方向PC鋼材16′が配置され
ている。 In FIGS. 5 and 6, 11 is the dome roof of the prestressed concrete tank, 12 is the side wall, and 13 is the bottom plate. The corner part 14 connecting the side wall 12 and the bottom plate 13 is constructed in a continuous curved shell structure. 14, the bottom plate 13, and the lower surface of the side wall 12 are installed on the base plate 15.
In addition, a PC steel material 16 is disposed in the circumferential direction on the side wall 12 and the corner portion 14 in order to cancel out the circumferential axial tensile force due to the tank internal liquid pressure, gas pressure, etc. has been introduced.
Further, if necessary, an axial prestressing steel member 16' is arranged to resist bending moments in the out-of-plane direction.
前記底版13は円板状またはリング状に形成さ
れ、基礎版15との間に滑動層17が介装され、
外力及び温度変化等による水平方向変位を何等拘
束しない状態で基礎版15上に支持されている。 The bottom plate 13 is formed in a disk shape or a ring shape, and a sliding layer 17 is interposed between it and the base plate 15,
It is supported on the base plate 15 in a state where horizontal displacement due to external force, temperature change, etc. is not restrained in any way.
側壁12の直下の基礎版15は台形状に形成さ
れ、同部頂面と側壁12の下面との間に滑動層1
8が介装され、ドーム屋根11、側壁12の自重
は直接基礎版15に伝達されるが、コーナ部14
には伝達されないように構成され、従つてプレス
トレス、外力及び温度変化等による水平方向変位
に対しては何等拘束しないように構成されてい
る。なおコーナ部14と基礎版15との間には緩
衝材19を介装するか、空間のままとして、自由
な変形が許容されるようにする。 The base plate 15 directly below the side wall 12 is formed into a trapezoidal shape, and the sliding layer 1 is provided between the top surface of the base plate 15 and the bottom surface of the side wall 12.
8 is interposed, and the weight of the dome roof 11 and side wall 12 is directly transmitted to the foundation plate 15.
Therefore, the structure is configured so that horizontal displacement due to prestress, external force, temperature change, etc. is not restrained in any way. Note that a cushioning material 19 is interposed between the corner portion 14 and the base plate 15, or a space is left open to allow free deformation.
更に地震時における水平力のように、タンク全
体に作用する偏荷重に対しては、基礎版15の外
周縁に突設されたリング状の水平移動防止用突起
20によつて抵抗する。なお前記偏荷重が小さい
場合には水平移動防止用突起20を設けずに、コ
ーナ部14と緩衝材18を介して基礎版15で受
持つことも可能である。 Furthermore, an uneven load acting on the entire tank, such as a horizontal force during an earthquake, is resisted by a ring-shaped horizontal movement prevention protrusion 20 protruding from the outer periphery of the foundation plate 15. In addition, when the said unbalanced load is small, it is also possible to take charge by the base plate 15 via the corner part 14 and the buffer material 18, without providing the protrusion 20 for preventing horizontal movement.
図示の実施例においては前記したように、側壁
12と底版13とを結合するコーナ部14を従来
における如き直交型構造から応力の伝達の滑らか
な曲面シエル構造に変えるとともに、滑動層1
7,18によつて水平変位を拘束しないようにす
ることによつて、面外方向の2次応力の発生を小
さく抑えることができ、また前記したようにコー
ナ部14を曲面シエル構造とすることによつて半
径方向の変形を容易ならしめ、円周方向にもプレ
ストレスによつて十分な圧縮力を導入することが
できるようにしたものである。 In the illustrated embodiment, as described above, the corner portion 14 connecting the side wall 12 and the bottom plate 13 is changed from the conventional orthogonal structure to a curved shell structure with smooth stress transmission, and the sliding layer 1
7 and 18, the generation of secondary stress in the out-of-plane direction can be suppressed to a small level, and as described above, the corner portion 14 has a curved shell structure. This makes deformation in the radial direction easier, and sufficient compressive force can be introduced in the circumferential direction by prestressing.
第7図乃至第9図は本発明の他の実施例を示
し、地震水平力のような偏荷重に抵抗する手段と
して、底版13の下面に中心から外周部に指向し
て放射状に延びる凸形断面の剪断キー21を突設
し、基礎版15に同剪断キー21の係合する凹条
溝22を設け、かくしてプレストレス、タンク内
液圧、ガス圧、温度変化のように一様な軸対称荷
重に対しては自由に半径方向に変形できるが、非
軸対称な水平方向偏荷重に対しては、前記剪断キ
ー21を介して基礎版15に剪断力を伝達するも
のである。 7 to 9 show another embodiment of the present invention, in which a convex shape extending radially from the center to the outer periphery is provided on the lower surface of the bottom plate 13 as a means for resisting unbalanced loads such as earthquake horizontal force. A cross-sectional shearing key 21 is provided protrudingly, and a concave groove 22 is provided on the base plate 15 in which the shearing key 21 engages, thereby making it possible to maintain a uniform axis such as prestress, tank internal liquid pressure, gas pressure, and temperature changes. Although it can freely deform in the radial direction in response to a symmetrical load, the shearing force is transmitted to the base plate 15 via the shear key 21 in response to a non-axisymmetric horizontally biased load.
以上本発明を実施例について説明したが、本発
明はこのような実施例にだけ局限されるものでは
なく、本発明の精神を逸脱しない範囲内で種々の
設計の改変を施しうるものである。 Although the present invention has been described above with reference to embodiments, the present invention is not limited to such embodiments, and can be modified in various ways without departing from the spirit of the present invention.
第1図はプレストレストコンクリートタンクの
概要を示す左半部縦断正面図、第2図乃至第4図
は夫々従来の側壁と底版との結合構造を示す縦断
面図、第5図は本発明に係るプレストレストコン
クリートタンクの一実施例を示す縦断面図、第6
図はその要部拡大図、第7図乃至第9図は本発明
に係るプレストレストコンクリートタンクの他の
実施例を示し、第7図はタンク底版の平面図、第
8図はタンク底部の縦断面図、第9図は第8図の
矢視−図である。
12……側壁、13……底版、14……コーナ
部、15……基礎版、17……滑動層。
Fig. 1 is a longitudinal sectional front view of the left half showing an outline of a prestressed concrete tank, Figs. 2 to 4 are longitudinal sectional views showing a conventional joint structure between a side wall and a bottom plate, and Fig. 5 is a longitudinal sectional view of a conventional prestressed concrete tank according to the present invention. Vertical sectional view showing an example of a prestressed concrete tank, No. 6
The figure is an enlarged view of the main parts, Figures 7 to 9 show other embodiments of the prestressed concrete tank according to the present invention, Figure 7 is a plan view of the tank bottom, and Figure 8 is a longitudinal section of the tank bottom. 9 is a view taken along the arrow in FIG. 8. 12...Side wall, 13...Bottom plate, 14...Corner part, 15...Foundation plate, 17...Sliding layer.
Claims (1)
続した曲面シエル構造となし、側壁直下及び底版
下面と基礎版との間に水平方向に移動可能な滑動
層を設けてなることを特徴とするプレストレスト
コンクリートタンク。1. A prestressed rest, characterized in that the corner part that connects the tank side wall and the bottom plate has a continuous curved shell structure, and a sliding layer that is movable in the horizontal direction is provided directly below the side wall and between the bottom surface of the bottom plate and the foundation plate. concrete tank.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP58166757A JPS6068282A (en) | 1983-09-12 | 1983-09-12 | Prestressed concrete tank |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP58166757A JPS6068282A (en) | 1983-09-12 | 1983-09-12 | Prestressed concrete tank |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS6068282A JPS6068282A (en) | 1985-04-18 |
JPH0126953B2 true JPH0126953B2 (en) | 1989-05-25 |
Family
ID=15837157
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP58166757A Granted JPS6068282A (en) | 1983-09-12 | 1983-09-12 | Prestressed concrete tank |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS6068282A (en) |
Families Citing this family (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP7104604B2 (en) * | 2018-10-19 | 2022-07-21 | 鹿島建設株式会社 | Storage tank, construction method of storage tank |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5069613A (en) * | 1973-10-23 | 1975-06-10 | ||
JPS5510472A (en) * | 1978-07-10 | 1980-01-24 | Takeda Chem Ind Ltd | Production of activated carbon fiber |
-
1983
- 1983-09-12 JP JP58166757A patent/JPS6068282A/en active Granted
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5069613A (en) * | 1973-10-23 | 1975-06-10 | ||
JPS5510472A (en) * | 1978-07-10 | 1980-01-24 | Takeda Chem Ind Ltd | Production of activated carbon fiber |
Also Published As
Publication number | Publication date |
---|---|
JPS6068282A (en) | 1985-04-18 |
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