JP3622635B2 - Primary containment vessel - Google Patents

Primary containment vessel Download PDF

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Publication number
JP3622635B2
JP3622635B2 JP2000140982A JP2000140982A JP3622635B2 JP 3622635 B2 JP3622635 B2 JP 3622635B2 JP 2000140982 A JP2000140982 A JP 2000140982A JP 2000140982 A JP2000140982 A JP 2000140982A JP 3622635 B2 JP3622635 B2 JP 3622635B2
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JP
Japan
Prior art keywords
peripheral wall
wall portion
containment vessel
steel wire
reactor containment
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
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JP2000140982A
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Japanese (ja)
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JP2001324586A (en
Inventor
由典 牧原
宣明 三浦
芳寛 下戸
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Shimizu Corp
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Shimizu Corp
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Priority to JP2000140982A priority Critical patent/JP3622635B2/en
Publication of JP2001324586A publication Critical patent/JP2001324586A/en
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Publication of JP3622635B2 publication Critical patent/JP3622635B2/en
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    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E30/00—Energy generation of nuclear origin
    • Y02E30/30—Nuclear fission reactors

Description

【０００１】
【発明の属する技術分野】
本発明は、プレストレストコンクリート構造の原子炉格納容器に関する。
【０００２】
【従来の技術】
従来一般的なプレストレストコンクリート製の原子炉格納容器の概要を図２および図３に示す。これは、基礎版１上に円筒状の周壁部２を立設してその頂部に半球状（ドーム状）の屋根部３を一体に設けたものであって、周壁部２の壁厚は１．３ｍ程度、基礎版１の厚さは１０ｍ程度にも及び、各部に膨大な量の太径の鉄筋が配筋されている極めて頑強なコンクリート構造物である。このような形態の原子炉格納容器は、特に内圧上昇時における耐力確保のために縦横にＰＣ鋼線を配してプレストレスを導入することにより、プレストレストコンクリート構造とされている。
【０００３】
周壁部２の構造について図３を参照してより詳細に説明すると、周壁部２の脚部にはその内側および外側にＤ５１等の太径の縦筋４および横筋５がそれぞれ２段ずつ配筋されていることに加え、横方向（水平方向）のＰＣ鋼線６と、縦方向（上下方向）ＰＣ鋼線７とがそれぞれ密に設けられている。横方向のＰＣ鋼線６は周壁部２の最下端部（基礎版１から２ｍ程度までの範囲）を除いてそれより上部において周壁部２の周方向に沿ってフープ状に配され（したがってフープテンドンと通称される）、緊張されて周壁部２に対して定着されている。縦方向のＰＣ鋼線７は屋根部３の上部から投影して格子状に配置されかつその両側の周壁部２において上下方向に沿うように配されることで全体として一連の逆Ｕ状をなしており（したがって逆Ｕテンドンと通称される）、緊張されてその両端が基礎版１に対して定着されている。
【０００４】
【発明が解決しようとする課題】
上記のようなプレストレストコンクリート構造の原子炉格納容器は、原子力施設に要求される構造的強度と信頼性が十分に確保されているものであるが、所要鉄筋量が膨大であることから必然的に配筋作業は極めて煩雑なものとならざるを得ないし、それに要するコストも多大であり、そのため、原子炉格納容器としての性能と信頼性を損なうことなく鉄筋所要量を多少なりとも節減し得る合理的な手法の開発が望まれている。
【０００５】
上記事情に鑑み、本発明は、この種の原子炉格納容器における所要鉄筋量の削減を可能とし、しかも原子炉格納容器としての性能と信頼性を損なうことがないばかりか寧ろ向上させることが可能な構造を提供することを目的としている。
【０００６】
【課題を解決するための手段】
本発明は、基礎版上に円筒状の周壁部を立設してその頂部に半球状の屋根部を一体に設け、それら周壁部と屋根部とに逆Ｕ状をなす一連のＰＣ鋼線を埋設し、該ＰＣ鋼線を緊張して前記基礎版に定着することでプレストレスを導入してなるプレストレストコンクリート構造の原子炉格納容器であって、前記周壁部の脚部において外側から２段めの縦筋および横筋を外側にずらすとともに前記ＰＣ鋼線を壁厚方向外側に偏位せしめて前記基礎版に定着することにより、該周壁部の脚部に対し外側に変形せしめる方向の曲げモーメントをプレストレス力として与えてなることを特徴とするものである。
【０００７】
【発明の実施の形態】
本発明の原子炉格納容器の実施形態を図１を参照して説明する。本実施形態の原子炉格納容器の基本構成は図２および図３に示した従来のものと同様であるが、本実施形態においては周壁部２の脚部におけるＰＣ鋼線７（逆Ｕテンドン）の配置の形態に特徴を有するものである。
【０００８】
すなわち、従来においては図３に示したようにＰＣ鋼線７を周壁部２の壁厚の中心位置に配置していたのであるが、本実施形態では図１に示すように周壁部２の脚部においてＰＣ鋼線７をわずかに外側に偏位せしめるようにしている。その偏位量δは周壁部２の壁厚やそこでの配筋納まり等を考慮して可能な範囲で決定すれば良いが、たとえば壁厚が１．３ｍの場合にはその中央位置（表面よりそれぞれ０．６５ｍの位置）から１００ｍｍ程度外側にずらす程度で良い。
【０００９】
なお、図３（ｂ）にも示したように周壁部２の最下端部の領域においては横方向のＰＣ鋼線６が省略されていることが通常であるから、その領域において縦方向のＰＣ鋼材７を支障なく偏位させることができるし、そこでは外側の２段目の縦筋４および横筋５をＰＣ鋼線７とともに外側にずらすのみで他の配筋は従来どおりで良い。
【００１０】
上記のように周壁部２の脚部においてＰＣ鋼線７を外側に偏位させ、その状態でＰＣ鋼線７を緊張して基礎版１に対して定着すると、周壁部２の脚部にはそれを外側に変形させるように曲げようとする曲げモーメントがプレストレス力として作用することになる。
【００１１】
すなわち、図１（ｂ）に示すようにＰＣ鋼線７に緊張力Ｐ１を与えて緊張すると、ＰＣ鋼線７が外側に偏位していることに伴い周壁部２の脚部にはそれを外側に変形させようとするような曲げモーメントＰ２がプレストレス力として加わる。その曲げモーメントＰ２は、この原子炉格納容器の周壁部２の脚部に生じる曲げモーメント（周壁部２を内側に変形させる方向に曲げようとする曲げモーメント）Ｐ３とは逆向きであるから、その荷重による曲げモーメントＰ３の一部は上記のプレストレス力としての曲げモーメントＰ２により相殺されることになる。
【００１２】
そのため、そのような曲げモーメントＰ２をプレストレス力として与えた分、周壁部２の脚部における曲げ耐力を向上させることができ、その分、周壁部２における所要鉄筋量を削減することが可能となり、たとえば従来においては縦筋４としてＤ５１を用いている場合においてそれをＤ４１にサイズダウンすることが可能となり、全体として相当量の鉄筋量削減を図ることが可能であり、配筋作業の軽減とコスト削減を図ることが可能である。また、鉄筋量を削減することなく従来どうりの鉄筋量を確保したとすれば、周壁部２の脚部における曲げ耐力が増強されることになるから原子炉格納容器としての安全性および信頼性をより一層向上させることができることになる。
【００１３】
【発明の効果】
以上のように、本発明は、周壁部の脚部において外側から２段めの縦筋および横筋を外側にずらして縦方向のＰＣ鋼線を壁厚方向外側に偏位せしめて基礎版に定着することで、周壁部の脚部に対してそれを外側に変形せしめる方向の曲げモーメントをプレストレス力として与える構造としたから、周壁部の脚部に荷重として加わる曲げモーメントの一部が相殺されてそこでの曲げ耐力を向上させることができ、したがって所要鉄筋量を削減することが可能であり、配筋作業の軽減とコスト削減を図ることができ、極めて合理的である。
【図面の簡単な説明】
【図１】本発明の実施形態である原子炉格納容器における周壁部の脚部の構造を示す図である。
【図２】従来一般のプレストレストコンクリート製の原子炉格納容器を示す概要図である。
【図３】同、周壁部の脚部の構造を示す図である。
【符号の説明】
１ 基礎版
２ 周壁部
３ 屋根部
７ ＰＣ鋼線[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a reactor containment vessel having a prestressed concrete structure.
[0002]
[Prior art]
An outline of a conventional reactor containment vessel made of prestressed concrete is shown in FIGS. This is one in which a cylindrical peripheral wall portion 2 is erected on a base plate 1 and a hemispherical (dome-shaped) roof portion 3 is integrally provided on the top thereof, and the wall thickness of the peripheral wall portion 2 is 1 .3m, the thickness of the foundation plate 1 is about 10m, and it is a very robust concrete structure with a huge amount of large diameter reinforcing bars in each part. The reactor containment vessel of such a form has a prestressed concrete structure by introducing prestress by arranging PC steel wires vertically and horizontally in order to ensure the yield strength particularly when the internal pressure is increased.
[0003]
The structure of the peripheral wall portion 2 will be described in more detail with reference to FIG. 3. The leg portion of the peripheral wall portion 2 is provided with a large-diameter vertical bar 4 and a horizontal bar 5 such as D51 on the inner side and the outer side in two stages. In addition, the PC steel wire 6 in the horizontal direction (horizontal direction) and the PC steel wire 7 in the vertical direction (vertical direction) are densely provided. The PC steel wire 6 in the transverse direction is arranged in a hoop shape along the circumferential direction of the peripheral wall portion 2 at the upper portion except the lowermost end portion (range from the base plate 1 to about 2 m) of the peripheral wall portion 2 (hoop). It is commonly known as tendon) and is fixed to the peripheral wall portion 2 by tension. The PC steel wires 7 in the vertical direction are projected from the top of the roof portion 3 and arranged in a grid pattern, and are arranged along the vertical direction on the peripheral wall portions 2 on both sides thereof, thereby forming a series of inverted U shapes as a whole. (Hence the so-called reverse U tendon), and both ends thereof are fixed to the base plate 1.
[0004]
[Problems to be solved by the invention]
The reactor containment vessel with prestressed concrete structure as described above has sufficient structural strength and reliability required for nuclear facilities. Reinforcement work must be extremely cumbersome and the cost required for it is great, so it is possible to reduce the required amount of rebar without any loss of performance and reliability as a reactor containment vessel. Development of a new technique is desired.
[0005]
In view of the above circumstances, the present invention can reduce the amount of rebar required in this type of containment vessel, and can improve the performance and reliability of the containment vessel as well. The purpose is to provide a simple structure.
[0006]
[Means for Solving the Problems]
In the present invention, a cylindrical peripheral wall portion is erected on a base plate, and a hemispherical roof portion is integrally provided on the top, and a series of PC steel wires having an inverted U shape are formed on the peripheral wall portion and the roof portion. A reactor containment vessel having a prestressed concrete structure in which pre-stress is introduced by burying and tensioning the PC steel wire and fixing it to the foundation plate, which is the second step from the outside in the legs of the peripheral wall portion The PC steel wire is displaced outward in the wall thickness direction and fixed to the base plate by shifting the vertical and horizontal bars of the outer wall to the outside, thereby causing a bending moment in a direction to deform outwardly with respect to the legs of the peripheral wall portion. It is characterized by being given as pre-stress power.
[0007]
DETAILED DESCRIPTION OF THE INVENTION
An embodiment of a reactor containment vessel of the present invention will be described with reference to FIG. The basic configuration of the reactor containment vessel of the present embodiment is the same as that of the conventional one shown in FIGS. 2 and 3, but in this embodiment, the PC steel wire 7 (reverse U tendon) at the legs of the peripheral wall portion 2 is used. It has a feature in the form of the arrangement.
[0008]
That is, in the prior art, the PC steel wire 7 is arranged at the center position of the wall thickness of the peripheral wall 2 as shown in FIG. 3, but in this embodiment, the legs of the peripheral wall 2 are shown in FIG. The PC steel wire 7 is slightly displaced outward at the portion. The deviation amount δ may be determined within a possible range in consideration of the wall thickness of the peripheral wall portion 2 and the arrangement of the reinforcing bars therefor. For example, when the wall thickness is 1.3 m, the center position (from the surface) The position may be shifted outward by about 100 mm from each 0.65 m position).
[0009]
In addition, since it is normal that the PC steel wire 6 of the horizontal direction is abbreviate | omitted in the area | region of the lowermost end part of the surrounding wall part 2, as shown also in FIG.3 (b), PC of the vertical direction in the area | region The steel material 7 can be displaced without hindrance. In this case, the other vertical reinforcing bars 4 and the horizontal reinforcing bars 5 are simply shifted to the outside together with the PC steel wire 7, and the other reinforcing bars may be the same as before.
[0010]
When the PC steel wire 7 is displaced outward at the leg portion of the peripheral wall portion 2 as described above, and the PC steel wire 7 is tensioned and fixed to the foundation plate 1 in this state, the leg portion of the peripheral wall portion 2 is A bending moment for bending it so as to deform it outwards acts as a prestressing force.
[0011]
That is, as shown in FIG. 1 (b), when the PC steel wire 7 is tensioned by applying a tension force P1, it is applied to the legs of the peripheral wall portion 2 as the PC steel wire 7 is displaced outward. A bending moment P2 that tends to be deformed outward is applied as a prestress force. Since the bending moment P2 is opposite to the bending moment P3 (bending moment to bend in the direction in which the peripheral wall portion 2 is deformed inward) P3 generated in the leg portion of the peripheral wall portion 2 of the reactor containment vessel, A part of the bending moment P3 due to the load is offset by the bending moment P2 as the prestressing force.
[0012]
Therefore, the bending strength at the leg portion of the peripheral wall portion 2 can be improved by the amount of the bending moment P2 applied as the prestress force, and the required amount of reinforcing bars at the peripheral wall portion 2 can be reduced accordingly. For example, in the past, when D51 is used as the longitudinal bar 4, it can be reduced in size to D41, and a considerable amount of reinforcing bars can be reduced as a whole. Cost reduction can be achieved. Also, if the conventional amount of reinforcing bars is secured without reducing the amount of reinforcing bars, the bending strength at the legs of the peripheral wall 2 will be enhanced, so safety and reliability as a reactor containment vessel. Can be further improved.
[0013]
【The invention's effect】
As described above, the present invention fixes the vertical PC steel wire to the outer side in the wall thickness direction by shifting the second vertical and horizontal bars outward from the outside in the legs of the peripheral wall portion and fixing it to the base plate. As a result, the bending moment in the direction of deforming the outer wall portion in the direction of deforming it to the outside is applied as a prestressing force, so part of the bending moment applied as a load to the peripheral wall portion is canceled out. Therefore, it is possible to improve the bending strength, and therefore it is possible to reduce the amount of required reinforcing bars, to reduce the work of bar arrangement and to reduce the cost, which is extremely reasonable.
[Brief description of the drawings]
FIG. 1 is a view showing a structure of a leg portion of a peripheral wall portion in a nuclear reactor containment vessel according to an embodiment of the present invention.
FIG. 2 is a schematic view showing a conventional reactor containment vessel made of prestressed concrete.
FIG. 3 is a view showing the structure of the leg portion of the peripheral wall portion.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 Basic version 2 Perimeter wall part 3 Roof part 7 PC steel wire

Claims (1)

基礎版上に円筒状の周壁部を立設してその頂部に半球状の屋根部を一体に設け、それら周壁部と屋根部とに逆Ｕ状をなす一連のＰＣ鋼線を埋設し、該ＰＣ鋼線を緊張して前記基礎版に定着することでプレストレスを導入してなるプレストレストコンクリート構造の原子炉格納容器であって、前記周壁部の脚部において外側から２段めの縦筋および横筋を外側にずらすとともに前記ＰＣ鋼線を壁厚方向外側に偏位せしめて前記基礎版に定着することにより、該周壁部の脚部に対し外側に変形せしめる方向の曲げモーメントをプレストレス力として与えてなることを特徴とする原子炉格納容器。A cylindrical peripheral wall portion is erected on the base plate, and a hemispherical roof portion is integrally provided on the top portion, and a series of PC steel wires having an inverted U shape are embedded in the peripheral wall portion and the roof portion, A reactor containment vessel having a prestressed concrete structure in which prestress is introduced by tensioning and fixing a PC steel wire to the foundation plate, wherein the vertical streaks of the second step from the outside in the legs of the peripheral wall portion and The pre-stress force is a bending moment in the direction of deforming outwardly with respect to the leg portion of the peripheral wall portion by displacing the horizontal streak outward and shifting the PC steel wire outward in the wall thickness direction and fixing it to the foundation plate. A reactor containment vessel characterized by being given.
JP2000140982A 2000-05-12 2000-05-12 Primary containment vessel Expired - Fee Related JP3622635B2 (en)

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JP3622635B2 true JP3622635B2 (en) 2005-02-23

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Publication number Priority date Publication date Assignee Title
JP5596419B2 (en) * 2010-06-02 2014-09-24 大成建設株式会社 Prestressed concrete structure

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