JPH0197724A - Repairing of lining of horseshoe-shaped existing tunnel - Google Patents
Repairing of lining of horseshoe-shaped existing tunnelInfo
- Publication number
- JPH0197724A JPH0197724A JP62252515A JP25251587A JPH0197724A JP H0197724 A JPH0197724 A JP H0197724A JP 62252515 A JP62252515 A JP 62252515A JP 25251587 A JP25251587 A JP 25251587A JP H0197724 A JPH0197724 A JP H0197724A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- repair material
- lining repair
- lining
- grout
- 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
- 239000000463 material Substances 0.000 claims abstract description 90
- 239000011440 grout Substances 0.000 claims abstract description 20
- 238000000034 method Methods 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 abstract description 18
- 239000010959 steel Substances 0.000 abstract description 18
- 238000003466 welding Methods 0.000 abstract description 11
- 125000006850 spacer group Chemical group 0.000 abstract description 9
- 238000005452 bending Methods 0.000 abstract description 7
- 238000002347 injection Methods 0.000 abstract description 6
- 239000007924 injection Substances 0.000 abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 10
- 239000004570 mortar (masonry) Substances 0.000 description 6
- 238000010276 construction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000002788 crimping Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
Classifications
-
- 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
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Sewage (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
この発明は、上水道、下水道、工業用水道、農業用水道
等の水路等に用いられている馬蹄形既設トンネルが老朽
化した場合、その既設トンネルを内張すして補修する方
法に関するものである。[Detailed Description of the Invention] [Industrial Application Field] This invention is applicable to the case where existing horseshoe-shaped tunnels used for waterways such as waterworks, sewerage, industrial waterworks, and agricultural waterways become obsolete. This relates to a method of repairing by lining.
従来、老朽化したトンネルを補修する場合、（１）トン
ネル周辺地盤を薬液注入により地盤改良したのち、トン
ネル内の劣化部コンクリートを全面的にはつり取り、次
にはつり取った部分および既設トンネル内周壁に沿って
コンクリートを巻立てる方法、（２）馬蹄形の既設トン
ネル内に既製の円筒状管体を搬入して順次接合しながら
配管を行ない、次に既設トンネルのコンクリートと新設
配管との間にモルタルやコンクリート等をグラウトする
方法、（３）第５図に示すように、鋼製底部内張補修材
１２およびこれと別体に作られたアーチ状の鋼製上部内
張補修材９を馬蹄形の既設トンネル１内に搬入した後、
組立て溶接接合して内張補修材２を構成し、次いで既設
トンネル１のコンクリートと内ｅ補ｓ材２との間にモル
タルやコンクリ−ト等の硬化性材料からなるグラウト材
４をグラウトする方法等が実施されている。Conventionally, when repairing a dilapidated tunnel, (1) After improving the ground around the tunnel by injecting chemicals, the deteriorated concrete inside the tunnel is completely removed, and then the removed portion and the inner peripheral wall of the existing tunnel are repaired. (2) A ready-made cylindrical pipe is carried into the existing horseshoe-shaped tunnel, and the pipes are connected one after another, and then mortar is placed between the concrete of the existing tunnel and the new pipe. (3) As shown in Fig. 5, a method of grouting concrete, etc. After transporting it into the existing tunnel 1,
A method of assembling and welding and joining to form the lining repair material 2, and then grouting a grout material 4 made of a hardening material such as mortar or concrete between the concrete of the existing tunnel 1 and the inner e-repair material 2. etc. are being implemented.
前記（１）の方法の場合は、通常、トンネル底部のコン
クリートをはつり取るため、トンネル下部の周辺地盤を
薬液注入により強化したうえで、トンネル劣化部のコン
クリートをはつり取り、次に補修用のコンクリートを打
設して養生する必要が□あるため、施工が煩雑で工事期
間が長くかかり、またコンクリートをはつり取る際に落
盤の危険もあり、さらにトンネル内の全面補修でないの
で、再び漏水を起こす恐れがある。In the case of method (1) above, in order to remove the concrete at the bottom of the tunnel, the surrounding ground at the bottom of the tunnel is strengthened by injecting chemicals, and then the concrete in the deteriorated part of the tunnel is removed, and then the concrete for repair is removed. Because concrete needs to be poured and cured, construction is complicated and takes a long time, and there is also the risk of cave-ins when removing the concrete.Furthermore, since the inside of the tunnel is not completely repaired, there is a risk of water leakage again. There is.
前記（２）の方法の場合は、老朽化した馬蹄形の既設ト
ンネル内に新しい円筒状管体を搬入する際に、その管体
を既設トンネル内の所定位置までスムースに搬入するた
めには、新しい管体の外径寸法を既設トンネルの内周寸
法に対してかなり小さくする必要があるので、補修後の
トンネル内部の断面減少率が大きくなり、そのため送水
量に余裕のない送水用トンネルの場合は、新たにトンネ
ルを設置する必要があった。In the case of method (2) above, when carrying a new cylindrical tube into an old horseshoe-shaped existing tunnel, it is necessary to carry the new cylindrical tube smoothly into the predetermined position in the existing tunnel. Since the outer diameter of the pipe body needs to be made considerably smaller than the inner circumference of the existing tunnel, the cross-section reduction rate inside the tunnel after repair will be large. , it was necessary to install a new tunnel.
前記（３）の方法の場合は、前記（１） （２）の方法
の欠点を解消することができる。しかし、（３）の方法
の場合は、内張補修材設置後に老朽化したコンクリート
壁から漏水した地下水の被圧水圧を受ける条件を設計さ
れるが、被圧水圧１５による等分布荷重を受けると、鋼
製底部内張補修材１２に大きな曲げモーメントが作用し
、かつ底部内張補修材は、アーチ状の上部内張補修材９
に比較して曲率半径が著しく大きいか、またはほぼ平板
状であるので、外圧に対する曲げ剛性が小さく、そのた
め底部内張補修材１２の板厚を厚くする必要があるので
、既設トンネル内への底部内張補修材１２の搬入を行な
いにくり、かつ搬入作業時間が長くかか′す、さらに底
部内張補修材の溶接作業時間が長くかかると共に溶接量
が多（なり、したがって工事費が割高になるという問題
がある。In the case of method (3), the drawbacks of methods (1) and (2) can be overcome. However, in the case of method (3), the conditions are designed to receive the articulative water pressure of groundwater leaking from the aged concrete wall after the lining repair material is installed, but if the condition is subjected to the evenly distributed load due to the articulative water pressure 15, , a large bending moment acts on the steel bottom lining repair material 12, and the bottom lining repair material is an arch-shaped upper lining repair material 9.
Since the radius of curvature is significantly larger than that of the existing tunnel, or the bending rigidity against external pressure is small, it is necessary to increase the thickness of the bottom lining repair material 12. It takes a long time to carry in the lining repair material 12, and it takes a long time to carry it in.Furthermore, it takes a long time to weld the bottom lining repair material, and the amount of welding is large (resulting in relatively high construction costs). There is a problem with becoming.
この発明は、トンネル内部断面の減少を最小限にするこ
とができ、かつ漏水を防止できる既設トンネルの内張補
修工法において、底部内張補修材に作用する被圧水圧に
よる曲げモーメントを小さ（して底部内張補修材の板厚
を薄くすることができる馬蹄形既設トンネル内張補修方
法を提供することを目的とするものであって、この発明
の要旨とするところは、馬蹄形の既設トンネル１の内周
壁に沿って設置される内張補修材２の底部に、底部コー
ナー間において下方に突出するアンカー部材３を固着し
、次に既設トンネル１と内張補修材２との間隙にグラウ
ト材４を充填することを特徴とする馬蹄形既設トンネル
内張補修方法にある。This invention reduces the bending moment due to pressure water pressure acting on the bottom lining repair material in an existing tunnel lining repair method that can minimize the reduction in the tunnel internal cross section and prevent water leakage. The purpose of the present invention is to provide a horseshoe-shaped existing tunnel lining repair method that can reduce the thickness of the bottom lining repair material. An anchor member 3 protruding downward between the bottom corners is fixed to the bottom of the lining repair material 2 installed along the inner peripheral wall, and then grouting material 4 is installed in the gap between the existing tunnel 1 and the lining repair material 2. A method for repairing the lining of an existing horseshoe-shaped tunnel, which is characterized by filling the lining with.
次にこの発明の実施例を図によって詳細に説明する。 Next, embodiments of the present invention will be described in detail with reference to the drawings.
第１図はこの発明の第１実施例を示すものであって、ま
ず既設トンネル１におけるアンカー設置予定部である底
部コンクリート面の中央を平坦に整正したのち、■形鋼
からなるアンカー部材３を既設トンネル１内に搬入して
、そのアンカー部材３を既設トンネル１における底部コ
ンクリート面の中央に沿って延長するように載置し、か
つアンカー部材３とほぼ同一高さのコンクリート製スペ
ーサ５を、前記アンカー部材３から適当距ｌｌＩりは離
された位置において前記底部コンクリート面の左右両側
に載置する。FIG. 1 shows a first embodiment of the present invention. First, the center of the bottom concrete surface of the existing tunnel 1 where the anchor is planned to be installed is leveled, and then an anchor member made of section steel 3. is carried into the existing tunnel 1, the anchor member 3 is placed so as to extend along the center of the bottom concrete surface of the existing tunnel 1, and a concrete spacer 5 of approximately the same height as the anchor member 3 is placed. , placed on both left and right sides of the bottom concrete surface at a position a suitable distance away from the anchor member 3.
次いで既設トンネル１内の底部と相似形でかつそれより
も若干小さい左右一対の鋼製底部内張補修材６，７を、
既設トンネル１内に搬入してアンカー部材３およびスペ
ーサ５にわたって載置し、かつ各鋼製底部内張補修材６
，７の一端部をアンカー部材３の上で間隙を介して対向
させ、各鋼製底部内張補修材６，７の一端部とアンカー
部材３とを溶接８により一体に結合したのち、各鋼製底
部内張補修材６，７と既設トンネル１との間隙にモルタ
ルまたはコンクリート等の硬化性材料からなるグラウト
材４を注入充填する。Next, a pair of left and right steel bottom lining repair materials 6, 7 that are similar in shape to the bottom of the existing tunnel 1 and slightly smaller than it are placed.
It is carried into the existing tunnel 1 and placed across the anchor member 3 and spacer 5, and each steel bottom lining repair material 6 is
, 7 are opposed to each other with a gap above the anchor member 3, and one end of each steel bottom lining repair material 6, 7 and the anchor member 3 are integrally joined by welding 8, and then each steel A grout material 4 made of a hardening material such as mortar or concrete is injected and filled into the gap between the bottom lining repair materials 6 and 7 and the existing tunnel 1.
そのグラウト材４を硬化養生したのち、既設トンネル１
内の１一チ状部分と相似形でかつそれよりも若干小さい
鋼製上部内張補修材９を既設トンネル１内に搬入し、次
いで上部内張補修材９の両端部を底部内張補修材６，７
の他端部に対し溶接１０により結合して、既設トンネル
１の内部と相似形でそれよりも若干小さい内張補修材２
を構成する。After hardening and curing the grout material 4, the existing tunnel 1
A steel upper lining repair material 9 that is similar in shape to and slightly smaller than the inner 1-shaped part is carried into the existing tunnel 1, and then both ends of the upper lining repair material 9 are replaced with bottom lining repair material. 6,7
A lining repair material 2 which is connected to the other end by welding 10 and has a similar shape to the inside of the existing tunnel 1 and is slightly smaller than that.
Configure.
次に予め上部内張補修材９の上部に設けられているグラ
ウト注入口１１から、モルタルまたはコンクリート等の
硬化性材料からなるグラウト材４を、内張補修材２と既
設トンネル１との間の残りの間隙に注入充填する。Next, a grout material 4 made of a hardening material such as mortar or concrete is injected into the gap between the lining repair material 2 and the existing tunnel 1 through the grout injection port 11 provided in advance at the top of the upper lining repair material 9. Fill remaining gaps with injection.
第２図はこの発明の第２実施例を示すものであって、既
設トンネル１内の底部と相似形でかつそれよりも若干小
さい１箇のｍ製底部内張補修材１２の下面の左右両側に
、■形鋼からなるアンカー部材３を溶接により固着して
おき、そのアンカー部材付きの底部内張補修材１２を既
設トンネル１内に搬入して設置したのち、その底部内張
補修材１２と既設トンネル１との間にモルタルまたはコ
ンクリート等の硬化性材料からなるグラウト材４を注入
充填する。FIG. 2 shows a second embodiment of the present invention, in which one piece of m-made bottom lining repair material 12, which has a similar shape to the bottom of the existing tunnel 1 and is slightly smaller, is provided on both left and right sides of the lower surface of the bottom lining repair material 12. First, the anchor member 3 made of a section steel is fixed by welding, and the bottom lining repair material 12 with the anchor member is carried into the existing tunnel 1 and installed, and then the bottom lining repair material 12 and the bottom lining repair material 12 are installed. A grout material 4 made of a hardening material such as mortar or concrete is injected and filled between the existing tunnel 1 and the grout material 4 .
そのグラウト材４を硬化養生したのち、既設トンネル１
内のアーチ状部分と相似形でかつそれよりも若干小さい
鋼製上部内張補修材９を既設トンネル１内に搬入し、次
いで上部内張補修材９の両端部を底部内張補修材１２の
両端部゛に対し溶接１０により結合して、既設トンネル
１の内部と相似形でそれよりも若干小さい内張補修材２
を構成する。After hardening and curing the grout material 4, the existing tunnel 1
A steel upper lining repair material 9 having a similar shape to the inner arch-shaped part and slightly smaller than that is carried into the existing tunnel 1, and then both ends of the upper lining repair material 9 are inserted into the bottom lining repair material 12. A lining repair material 2 which is connected to both ends by welding 10 and has a similar shape to the inside of the existing tunnel 1 and is slightly smaller than that.
Configure.
次に予め上部内張補修材９の上部に設けられているグラ
ウト注入口１１から、モルタルまたはコンクリート等の
硬化性材料からなるグラウト材４を、内張補修材２と既
設トンネル１との間の残りの間隙に注入充填する。Next, a grout material 4 made of a hardening material such as mortar or concrete is injected into the gap between the lining repair material 2 and the existing tunnel 1 through the grout injection port 11 provided in advance at the top of the upper lining repair material 9. Fill remaining gaps with injection.
第２実施例の場合は、アンカー部材３が底部内張補修材
１２の左右両側の下面に固定されているので、各アンカ
ー部材３が底部内張補修材１２と既設トンネル１の底部
コンクリートとの間のスペーサを兼ねている。In the case of the second embodiment, the anchor members 3 are fixed to the lower surfaces of both the left and right sides of the bottom lining repair material 12, so each anchor member 3 is connected to the bottom lining repair material 12 and the bottom concrete of the existing tunnel 1. It also serves as a spacer between.
第２′ｉＩｉ施例の場合、底部内張補修材１２の下部に
３本以上のアンカー部材３を左右方向に間隔をおいて固
定してもよ（、また底部内張補修材１２の中央下面にア
ンカー部材３を溶接により固着すると共に、そのアンカ
ー部材３から左右両側に離れた位置において、底部内張
補修材１２と既設トンネル１の底部コンクリートとの間
にスペーサを介在させてもよい。In the case of Embodiment 2'iIi, three or more anchor members 3 may be fixed to the lower part of the bottom lining repair material 12 at intervals in the left-right direction (also, at the lower center of the bottom lining repair material 12). The anchor member 3 may be fixed by welding, and spacers may be interposed between the bottom lining repair material 12 and the bottom concrete of the existing tunnel 1 at positions separated from the anchor member 3 on both the left and right sides.
第１実施例のように左右に２分割された底部内張補修材
６，７を使用する場合、第３図に示すように、既設トン
ネル１の底部コンクリートにアンカー孔１３を穿設し、
そのアンカー孔１３内に拡開圧着固定式アンカーボルト
１４を挿入繋止し、そのアンカーボルト１４によりアン
カー部材３の゛下部７ランジを底部コンクリートに固定
してもよい。このようにすれば底部内張補修材６，７の
アンカー効果を増大させることができる。When using the bottom lining repair material 6, 7 divided into left and right parts as in the first embodiment, as shown in FIG. 3, an anchor hole 13 is bored in the bottom concrete of the existing tunnel 1,
An expansion crimping fixed type anchor bolt 14 may be inserted into the anchor hole 13 and fixed thereto, and the lower 7 flange of the anchor member 3 may be fixed to the bottom concrete by the anchor bolt 14. In this way, the anchoring effect of the bottom lining repair materials 6 and 7 can be increased.
第５図に示す従来の既設トンネル内張補修方法の場合は
、鋼製底部内張補修材１２が被圧水圧１５による等分布
荷重を受けると、１１ＩｆＪＩｉ底部内張補修材１２に
大きな曲げモーメントが作用して、その鋼製底部内張補
修材１２が破′Ｒ１６で示すように大きく変形するとい
う問題がある。In the case of the conventional existing tunnel lining repair method shown in FIG. 5, when the steel bottom lining repair material 12 receives an evenly distributed load due to the pressurized water pressure 15, a large bending moment is applied to the 11IfJIi bottom lining repair material 12. As a result, there is a problem in that the steel bottom lining repair material 12 is greatly deformed as shown by fracture R16.
これに対し、この発明の場合は、底部コーナー間におい
て内張補修材１２の底部の一箇所または複数箇所が、ア
ンカー部材３によりアンカーされ、そのアンカー部材３
が内張補修材２の底部の支点となるので、内張補修材２
の底部が被圧水圧による等分布荷重を受けたとき、その
内張補修材２の底部に発生する曲げモーメントが著しく
小さくなる。例えば第１実施例における鋼製底部内張補
修材６，７の板厚を第５図に示す従来例における底部内
張補修材１２の板厚と同じに設定した場合は、第４図に
示すように底部内張補修材６，７が被圧水圧１５による
等分布荷重を受けたとき、底部内張補修材６，７の変形
を破ｓ１７で示すように著しく軽減すゐことができる。In contrast, in the case of the present invention, one or more locations on the bottom of the lining repair material 12 are anchored by the anchor member 3 between the bottom corners, and the anchor member 3
becomes the fulcrum of the bottom of the lining repair material 2, so the lining repair material 2
When the bottom of the lining repair material 2 receives a uniformly distributed load due to water pressure, the bending moment generated at the bottom of the lining repair material 2 becomes significantly smaller. For example, if the thickness of the steel bottom lining repair materials 6 and 7 in the first embodiment is set to be the same as the thickness of the bottom lining repair material 12 in the conventional example shown in FIG. When the bottom lining repair materials 6, 7 receive a uniformly distributed load due to the water pressure 15, the deformation of the bottom lining repair materials 6, 7 can be significantly reduced as shown by fracture s17.
したがって、この発明の場合は、底部内張補修材の許容
応力および許容変形に対する板厚を薄くできるので経済
的である。Therefore, in the case of the present invention, the plate thickness for the allowable stress and allowable deformation of the bottom lining repair material can be reduced, which is economical.
この発明を実施する場合、アンカー部材３としてはコ字
状断面の形鋼を使用してもよい。また多数のアンカー部
材３およびスペーサ５を、トンネル長手方向に間隔をお
いて設けてもよく、あるいはトンネル長手方向に連続し
て設けてもよい。さらにまた、トンネル長手方向に連続
するアンカー部材３およびスペーサ５を使用する場合は
、それらにグラウト材流通孔を設けてお（のが好ましい
。When carrying out this invention, a section steel having a U-shaped cross section may be used as the anchor member 3. Further, a large number of anchor members 3 and spacers 5 may be provided at intervals in the longitudinal direction of the tunnel, or may be provided continuously in the longitudinal direction of the tunnel. Furthermore, when using the anchor member 3 and spacer 5 that are continuous in the longitudinal direction of the tunnel, it is preferable to provide them with grout flow holes.
この発明によれば、馬蹄形の既設トンネル１の内周壁に
沿って設置される内張補修材２の底部に、底部コーナー
間において下方に突出するアンカー部材３を固着し、次
に既設トンネル１と内張補修材２との間隙にグラウト材
４を充填するので、内張補修材２における底部内張補修
材が被圧水圧による等分布荷重を受けたとき、その底部
内張補修材に作用する曲げモーメントを著しく軽減して
、底部内張補修材の変形を著しく小さくする乙とができ
、そのため底部内張補修材の板厚を薄く軽量化できるの
で、トンネル内での運搬が容易であると共に、溶接量お
よび溶接作業時間を短縮して工事費を安くすることがで
きる等の効果が得られる。According to the present invention, an anchor member 3 protruding downward between the bottom corners is fixed to the bottom of the lining repair material 2 installed along the inner circumferential wall of the existing tunnel 1 in the shape of a horseshoe, and then Since the grout material 4 is filled in the gap with the lining repair material 2, when the bottom lining repair material in the lining repair material 2 receives a uniformly distributed load due to pressurized water pressure, it acts on the bottom lining repair material. It is possible to significantly reduce the bending moment and significantly reduce the deformation of the bottom lining repair material, which allows the bottom lining repair material to be made thinner and lighter, making it easier to transport inside the tunnel. , the amount of welding and welding work time can be shortened, and construction costs can be reduced.
第１図はこの発明の第１実施例の方法によって施工され
た内張補修馬蹄形トンネルの縦断正面図、第２図はこの
発明の第２実施例の方法により施工さ□れた内張補修馬
蹄形トンネルの縦断正面図、第３図はアンカー部材を既
設トンネルの底部コンクリートに固定した状態を示す縦
断正面図、第４図は第１実施例の内張補修馬蹄形トンネ
ルにおける底部内張補修材が被圧水圧により変形される
ときの状態を示す縦断正面図、第５図は従来の方法によ
り施工された内張補修馬蹄形トンネルの縦断正面図であ
る。
図において、１は既設トンネル、２は内張補修材、３は
アンカー部材、４はグラウト材、５はスペーサ、６およ
び７は鋼製底部内張補修材、９は鋼製上部内張補修材、
１１はグラウト注入口、１２は鋼製底部内張補修材、１
４はアンカーボルトである。Fig. 1 is a longitudinal sectional front view of a horseshoe-shaped tunnel with a repaired lining constructed by the method of the first embodiment of the present invention, and Fig. 2 is a horseshoe-shaped tunnel with a repaired lining constructed by the method of the second embodiment of the invention. 3 is a longitudinal sectional front view of the tunnel, FIG. 3 is a longitudinal sectional front view showing the state in which the anchor member is fixed to the bottom concrete of the existing tunnel, and FIG. FIG. 5 is a longitudinal sectional front view showing a state in which the tunnel is deformed by water pressure. FIG. In the figure, 1 is an existing tunnel, 2 is a lining repair material, 3 is an anchor member, 4 is a grout material, 5 is a spacer, 6 and 7 are steel bottom lining repair materials, 9 is a steel top lining repair material ,
11 is a grout injection port, 12 is a steel bottom lining repair material, 1
4 is an anchor bolt.
Claims (1)
張補修材２の底部に、底部コーナー間において下方に突
出するアンカー部材３を固着し、次に既設トンネル１と
内張補修材２との間隙にグラウト材４を充填することを
特徴とする馬蹄形既設トンネル内張補修方法。An anchor member 3 protruding downward between the bottom corners is fixed to the bottom of the lining repair material 2 installed along the inner circumferential wall of the existing tunnel 1 in the shape of a horseshoe, and then the existing tunnel 1 and the lining repair material 2 are fixed. A method for repairing the lining of an existing horseshoe-shaped tunnel, characterized by filling a gap in a gap with grout material 4.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62252515A JP2579499B2 (en) | 1987-10-08 | 1987-10-08 | Repair method of horseshoe-shaped existing tunnel lining |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62252515A JP2579499B2 (en) | 1987-10-08 | 1987-10-08 | Repair method of horseshoe-shaped existing tunnel lining |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0197724A true JPH0197724A (en) | 1989-04-17 |
| JP2579499B2 JP2579499B2 (en) | 1997-02-05 |
Family
ID=17238441
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP62252515A Expired - Lifetime JP2579499B2 (en) | 1987-10-08 | 1987-10-08 | Repair method of horseshoe-shaped existing tunnel lining |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2579499B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06185105A (en) * | 1990-12-27 | 1994-07-05 | Kubota Corp | Repairing method for worn-out tunnel |
| CN104060590A (en) * | 2014-06-27 | 2014-09-24 | 北京中水科海利工程技术有限公司 | Reinforced seepage-proofing structure for pressure diversion tunnel and construction method for reinforced seepage-proofing structure |
| CN105756689A (en) * | 2016-04-21 | 2016-07-13 | 淮南矿业(集团)有限责任公司 | Roadway floor reinforcing system and construction method thereof |
| CN112983541A (en) * | 2021-04-01 | 2021-06-18 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Repair and treatment method suitable for deep tunnel inverted arch damage |
| CN113216969A (en) * | 2021-06-08 | 2021-08-06 | 陕西陕煤铜川矿业有限公司 | Roadway top and bottom plate bulging control method based on flowing water erosion geological environment |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6363899A (en) * | 1986-09-03 | 1988-03-22 | 大成建設株式会社 | Lining method of tunnel |
| JPS63176599A (en) * | 1987-01-13 | 1988-07-20 | 日本コンクリ−ト工業株式会社 | Fixture for tunnel lining pc board |
-
1987
- 1987-10-08 JP JP62252515A patent/JP2579499B2/en not_active Expired - Lifetime
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6363899A (en) * | 1986-09-03 | 1988-03-22 | 大成建設株式会社 | Lining method of tunnel |
| JPS63176599A (en) * | 1987-01-13 | 1988-07-20 | 日本コンクリ−ト工業株式会社 | Fixture for tunnel lining pc board |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06185105A (en) * | 1990-12-27 | 1994-07-05 | Kubota Corp | Repairing method for worn-out tunnel |
| CN104060590A (en) * | 2014-06-27 | 2014-09-24 | 北京中水科海利工程技术有限公司 | Reinforced seepage-proofing structure for pressure diversion tunnel and construction method for reinforced seepage-proofing structure |
| CN104060590B (en) * | 2014-06-27 | 2017-01-04 | 北京中水科海利工程技术有限公司 | The reinforcement leakage preventing structure of a kind of pressure diversion tunnel and construction method thereof |
| CN105756689A (en) * | 2016-04-21 | 2016-07-13 | 淮南矿业(集团)有限责任公司 | Roadway floor reinforcing system and construction method thereof |
| CN112983541A (en) * | 2021-04-01 | 2021-06-18 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Repair and treatment method suitable for deep tunnel inverted arch damage |
| CN112983541B (en) * | 2021-04-01 | 2022-08-09 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Repair and treatment method suitable for deep tunnel inverted arch damage |
| CN113216969A (en) * | 2021-06-08 | 2021-08-06 | 陕西陕煤铜川矿业有限公司 | Roadway top and bottom plate bulging control method based on flowing water erosion geological environment |
| CN113216969B (en) * | 2021-06-08 | 2023-05-02 | 陕西陕煤铜川矿业有限公司 | Roadway roof and floor bulging control method based on running water erosion geological environment |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2579499B2 (en) | 1997-02-05 |
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