JPH03122399A - Method for constructing station portion by multiple serial shield construction method - Google Patents
Method for constructing station portion by multiple serial shield construction methodInfo
- Publication number
- JPH03122399A JPH03122399A JP1259799A JP25979989A JPH03122399A JP H03122399 A JPH03122399 A JP H03122399A JP 1259799 A JP1259799 A JP 1259799A JP 25979989 A JP25979989 A JP 25979989A JP H03122399 A JPH03122399 A JP H03122399A
- Authority
- JP
- Japan
- Prior art keywords
- temporary
- columns
- shield
- construction method
- segments
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 31
- 238000000034 method Methods 0.000 title abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 18
- 239000010959 steel Substances 0.000 claims abstract description 18
- 239000004567 concrete Substances 0.000 claims abstract description 12
- 238000005520 cutting process Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 abstract description 6
- 238000009412 basement excavation Methods 0.000 abstract description 5
- 239000002689 soil Substances 0.000 abstract description 3
- 238000004804 winding Methods 0.000 abstract 1
- 239000011150 reinforced concrete Substances 0.000 description 5
- 238000009415 formwork Methods 0.000 description 4
- 239000011513 prestressed concrete Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000005304 joining Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
Landscapes
- 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、多連接シールド工法による駅部構築工法に
関するものであり、特に、多数本のシールドトンネルを
オーバーラツプするように並列したシールド工法を用い
て駅部を構築するようにした多連接シールド工法による
駅部構築工法に関するものである。[Detailed Description of the Invention] [Industrial Application Field] This invention relates to a station construction method using a multiple-connected shield construction method, and in particular to a construction method using a shield construction method in which a large number of shield tunnels are arranged in parallel so as to overlap. This paper relates to a station construction method using the multi-connected shield construction method, in which the station is constructed using a multi-connected shield construction method.
［従来の技術］
従来の此種シールド工法による駅部構築法は、先ず、二
本のシールドトンネルを所定間隔を有して設け、更に、
該駅部相当部位は全面切り広げ工法で施工される。そし
て、該全面切り広げ工法はかんざし桁工法とルーフシー
ルド工法等が用いられる。而して、例えば、前記かんざ
し桁工法による駅部構築には少くとも次の工程を要する
。[Prior art] In the conventional method of constructing a station using this type of shield construction method, first, two shield tunnels are installed at a predetermined interval, and then,
The area corresponding to the station area will be constructed using the full-scale cut-and-spread construction method. As the entire surface cutting and widening method, the hairpin girder method, the roof shield method, etc. are used. For example, constructing a station using the hairpin girder construction method requires at least the following steps.
■ インバートの清掃、コンクリート打設■ 軌条盛替
え
■ 下床縦桁、鉄筋、型枠、コンクリート■ かんざし
桁の挿入
■ セグメント変形防止支保工組立
■ 防護注入（切り広げ上部及び接部）■ 鋼管柱建込
み、鋼桁据付
■ 上床縦桁鉄筋、型枠、コンクリート■ 上部セグメ
ント撤去、掘削、上部水平土留抜入
■ −ヒ床版、鉄筋、型枠、コンクリート■ 下部掘削
、セグメント撤去
＠ 下床版鉄筋、型枠、コンクリート
■ セグメント変形防止支保工撤去
又、ルーフシールド工法による駅部の構築も前記かんざ
し指挿入に代えてルーフシールドを架設する以外は前記
かんざし桁工法と殆ど同様の工程を要する。■ Invert cleaning, concrete pouring ■ Rail replacement ■ Lower deck longitudinal girder, reinforcing bars, formwork, concrete ■ Insertion of hairpin girder ■ Assembling support to prevent segment deformation ■ Protective injection (cut and spread upper part and joints) ■ Steel pipe column Erecting, steel girder installation■ Upper floor vertical girder reinforcing bars, formwork, concrete■ Upper segment removal, excavation, upper horizontal earth retaining and removal■ - Floor slab, reinforcing bars, formwork, concrete■ Lower part excavation, segment removal @ Lower floor slab Reinforcement bars, formwork, concrete ■ Segment deformation prevention shoring removal Also, construction of the station section using the roof shield construction method requires almost the same process as the hairpin girder construction method, except that a roof shield is erected instead of inserting the hairpin fingers.
［発明が解決しようとする課題］
上記従来の工法は工程が多岐に亘り、多大の手間と時間
を要すると共に、切り広げ部位のセグメントの撤去並び
に土壌を掘削するので危険性を伴い、且つ、施工が煩雑
となってコスト高の要因となっている。[Problems to be Solved by the Invention] The conventional construction method described above involves a wide variety of steps, requires a great deal of time and effort, and is also dangerous because it requires removal of segments at the widening site and excavation of the soil. This is complicated and causes high costs.
そこで、工程数を減じ、施工時間を短縮して安全な施工
が可能となり、且つ、コストダウンにも寄与できる駅部
を構築するために解決せらるべき技術的課題が生じて（
るのであり、本発明は、該課題を解決することを目的と
する。Therefore, technical issues arose that needed to be solved in order to construct a station that could reduce the number of processes, shorten construction time, enable safe construction, and also contribute to cost reduction.
Therefore, the present invention aims to solve this problem.
［課題を解決するための手段］
この発明は、上記目的を達成するために提案せられたも
のであり、少くとも三連接以上になるようにオーバーラ
ツプさせて並列させたシールドトンネルであって、該オ
ーバーラツプ部位の上下のセグメント間の軸方向に仮柱
を組立て、更に、該仮柱の上下部位に受梁を取付けて後
、該仮柱の適宜本数毎の前記仮柱を被蔽する如く前記上
下の受梁間に鋼管を巻装し、該鋼管内にコンクリートを
打設して本柱とし、然る後、該本柱以外の前記仮柱を前
記受梁の表面部位よりカットして地下鉄の駅部を構築す
るようにしたことを特徴とする多連接シールド工法によ
る駅部構築工法を提供せんとするものである。[Means for Solving the Problems] The present invention was proposed to achieve the above object, and includes shield tunnels arranged in parallel in an overlapping manner so that at least three or more parallel tunnels are connected. After assembling temporary columns in the axial direction between the upper and lower segments of the overlap area, and attaching support beams to the upper and lower parts of the temporary columns, the upper and lower sections are installed so as to cover the appropriate number of temporary columns. A steel pipe is wrapped between the support beams, and concrete is poured inside the steel pipe to form a main pillar.Then, the temporary pillars other than the main pillar are cut from the surface of the support beams to create a subway station. The purpose of the present invention is to provide a method for constructing a station section using a multi-connected shield construction method, which is characterized by constructing a station section.
［作用］
この発明は多連接シールド工法にて構築されたシールド
トンネルのオーバーラツプ部位の上下のセグメント間に
は、トンネルの軸方向に多数の仮柱が組立てられる。斯
くして構築された多連接シールドトンネルは、−本のシ
ールドトンネルと路間−の強度を有し、上下左右方向の
応力を充分に保持する。そこで、該仮柱の上下部位に受
梁を取付け、そして、該受梁間に本柱を構築する。この
本柱は、前記仮柱の適宜本数毎の仮柱を内包する如く鋼
管を巻装し、該鋼管内に鉄筋を配してコンクリートを打
設して構築する。然るときは、シールドトンネルはシー
ルドセグメントと該本柱によって応力を分担することが
できるので、本柱以外の仮柱は上下の夫々の受梁の表面
よりカットされる。[Operation] According to the present invention, a large number of temporary pillars are assembled in the axial direction of the tunnel between the upper and lower segments of the overlap region of a shield tunnel constructed by the multi-connected shield construction method. The multi-connected shield tunnel constructed in this manner has a strength comparable to that of a main shield tunnel and the tunnel, and can sufficiently hold stress in the vertical and horizontal directions. Therefore, support beams are attached to the upper and lower parts of the temporary pillar, and a main pillar is constructed between the support beams. This main pillar is constructed by wrapping a steel pipe so as to enclose an appropriate number of temporary pillars, placing reinforcing bars inside the steel pipe, and pouring concrete. In such a case, the stress of the shield tunnel can be shared between the shield segment and the main column, so the temporary columns other than the main column are cut from the surfaces of the upper and lower support beams.
依って、プラットホーム等の駅部の空間を充分に保有す
ることができる。Therefore, sufficient space in the station area such as platforms can be maintained.
［実施例］
以下、この発明の一実施例を別紙添付図面に従って説明
する。[Embodiment] An embodiment of the present invention will be described below with reference to the accompanying drawings.
図は三連接のシールド工法によって構築されるシールド
トンネル（１）を示し、第１図は該シールドトンネル（
１）のオーバーラツプ部位の上下の各セグメント（２）
（２）・・・間にＨ鋼等の仮柱（３）（３）・・・をシ
ールドトンネル（りの軸方向に二列に並列させた状態を
示す。而して、この三連接のシールド工法に用いるセグ
メントはシールドトンネルの応力を分散させるために各
セグメントの接合部がシールドトンネル（＋）の軸方向
に対して互い違いに接合されており、且つ、前記上下の
オーバーラツプ部位のセグメント（２）は、夫々一方の
翼片（２ａ）が突出した略■字状断面に形成され、そし
て、該翼片（２１）が交互に反対向きに突出するように
シールドトンネル（＋）の軸方向に接合されているを可
とする。The figure shows a shield tunnel (1) constructed by the triple shield construction method, and Figure 1 shows the shield tunnel (
Each segment (2) above and below the overlap area of 1)
(2)... Shows a state in which temporary columns (3) (3)... made of H steel etc. are arranged in two rows in parallel in the axial direction of the shield tunnel. In the segments used in the shield construction method, the joints of each segment are joined alternately in the axial direction of the shield tunnel (+) in order to disperse the stress of the shield tunnel, and the segments (2 ) is formed into a substantially ■-shaped cross section with one of the wing pieces (2a) protruding, and is arranged in the axial direction of the shield tunnel (+) so that the wing pieces (21) alternately protrude in opposite directions. Connections are allowed.
そこで、このオーバーラツプ部位の上下の各セグメン）
（２Ｘ２）・・・間に前述せる如＜Ｈ鋼等の仮柱（３
）（３）・・・が二列に並列された状態で組立てられる
。この組立ては該仮柱（３）（３）・・・の上下端板（
３ｉ） （３ａ）・・・が前記オーバーラツプ部位のセ
グメント（２Ｍ２）・・・に夫々ボルト締め等の手段に
よって組立てられる。斯くするときは、該オーバーラツ
プ部位のセグメント（２）（２）・・・の応力を公示し
て駅部構築時のシールドトンネル（１）の強度を保持す
る。Therefore, each segment above and below this overlap site)
(2X2)...Temporary pillars such as H steel etc. as mentioned above (3
)(3)... are assembled in two rows in parallel. This assembly consists of the upper and lower end plates (
3i) (3a) . . . are assembled to the segments (2M2) . In this case, the stress of the segments (2), (2), etc. at the overlap site is announced to maintain the strength of the shield tunnel (1) during construction of the station.
次の工程を第２図に従って説明する。前記第１の工程に
よって組立てられた仮柱（３）（３）・・・の上下端部
に夫々受梁（４）（４）、 （４Ｘ’ｌ）が取付けられ
る。この受梁（４）（４）・・・は前記仮柱（３）（３
）・・・を挾持してシールドトンネル（＋）の軸方向に
取付けられるが、その取付けは前記オーバーラツプ部位
のセグメント（２）（２）・・・並びに仮柱（３）（３
）・・・に夫々ボルト締め等の手段によって取付けられ
る。The next step will be explained according to FIG. Support beams (4) (4), (4X'l) are attached to the upper and lower ends of the temporary columns (3), (3), etc. assembled in the first step, respectively. These support beams (4) (4)... are the temporary pillars (3) (3).
)... is installed in the axial direction of the shield tunnel (+), but the installation is done by holding the segments (2) (2)... and the temporary pillars (3) (3) at the overlap area.
)... by means such as bolt tightening.
次の工程として第３図に示す如く、前記仮柱（３）（３
）・・・の三本置きに本柱（５）（５）・・・がコンク
リート打設によって構築せられる。勿論、その間隔は之
に限定せらるべきではない。而して、該本柱（５）は前
記仮柱（３）（３）・・・の三本置きの仮柱（３）を内
包する如く、鋼管（５ａ）を巻装する。この鋼管（５ａ
）は該仮柱（３）を内包するために二つ割にしたものを
合接して形成するを可とする。更に、該鋼管（５１）内
には鉄筋（６）（６）・・・が配設され、そして、前記
上方部の受梁（４）の一部にコンクリートの注入孔（図
示せず）を設けて該鋼管（５ａ）内にコンクリートが打
設された本柱（５）が構築されるのである。As the next step, as shown in FIG.
)... Main pillars (5) (5)... are constructed by pouring concrete every third pillar. Of course, the interval should not be limited to this. The main pillar (5) is wrapped with a steel pipe (5a) so as to enclose every third temporary pillar (3). This steel pipe (5a
) may be formed by joining two halves to enclose the temporary pillar (3). Furthermore, reinforcing bars (6), (6), etc. are installed inside the steel pipe (51), and a concrete injection hole (not shown) is made in a part of the upper support beam (4). The main pillar (5) is constructed by pouring concrete into the steel pipe (5a).
斯＜シて、該本柱（らＸ５）・・・はシールドセグメン
トによって構築されたシールドトンネル（１）の応力を
分水し全体として充分なる強度を保持することになる。In this way, the main pillar (X5)... divides the stress of the shield tunnel (1) constructed by the shield segments and maintains sufficient strength as a whole.
そこで、第４図に示す如く本柱（５）（５）・・・内の
仮柱（３）（３）・・・以外の前記仮柱（３）（３）・
・・は、前記受梁（４）（４）の表面の部位にて夫々カ
ットされる。Therefore, as shown in Fig. 4, the temporary pillars (3) (3), other than the temporary pillars (3), (3), etc.
... are cut at the surface portions of the support beams (4) (4), respectively.
斯くして、前記本柱（５）（５）・・・間は駅部のプラ
ットホーム等を形成するに充分なスペースを保持するこ
とになるので、シールドトンネル（１）の巾方向の中間
部をプラットホームとし、その左右に電車の軌道を設け
ることができる。In this way, sufficient space is maintained between the main pillars (5) (5) to form a station platform, etc., so the middle part in the width direction of the shield tunnel (1) is It can be used as a platform, and train tracks can be installed on either side of it.
又、第５図に示す如く、前記仮柱（３）は１１鋼にて一
体構造のものを用いるときには、上下の受梁（４）（４
）の表面と一致する部位でカットされるが、第６図に示
す如く、予め、上下の前記カット部位にて分割し、そし
て、その分割部位に合接板（３ｂ）（３ｂ）・・・を固
設し、之等をボルト等にて結合して仮柱（３）を組立て
れば、本柱（５）（５）・・・の構築後は該合接板（３
ｂ）（３ｂ）・・・部位のボルト結合を離脱するだけで
仮柱（３）（３）・・・の前記カット作業を為すことが
できる。In addition, as shown in Fig. 5, when the temporary pillar (3) is made of 11 steel and has an integral structure, the upper and lower support beams (4) (4
), but as shown in Fig. 6, the upper and lower cut areas are first divided into parts, and the joining plates (3b) (3b)... If the temporary pillars (3) are assembled by fixing them and connecting them with bolts etc., then after the main pillars (5) (5)... are constructed, the joint plates (3)
b) (3b)...The above-mentioned cutting operation of the temporary pillars (3) (3) can be performed by simply removing the bolt connections at the parts.
又、第７図及び第８図に示す如く、前記受梁（４）は鉄
筋コンクリートの打設又はプレストレストコンクリート
打設によっても構築できる。同図は、下部の前記受梁の
代りに鉄筋コンクリート（７）（７）を上方の受梁（４
）（４）に対峙して打設した状態を示す。Further, as shown in FIGS. 7 and 8, the support beam (4) can also be constructed by casting reinforced concrete or prestressed concrete. In the same figure, reinforced concrete (7) (7) is used instead of the lower support beam (4).
) (4) Shows the state in which it is poured in opposition to it.
勿論、該鉄筋コンクリート打設或はプレストレストコン
クリート打設は現場打設のみに限定せらるべきではない
。Of course, the reinforced concrete placement or prestressed concrete placement should not be limited to on-site placement.
尚、この発明は、この発明の精神を逸脱しない限り種々
の改変を為す事ができ、そして、この発明が該改変せら
れたものに及ぶことは当然である。Note that this invention can be modified in various ways without departing from the spirit of the invention, and it goes without saying that this invention extends to such modifications.
［発明の効果］
本発明は、上記一実施例に詳述せる如く、ルーフシール
ド工法やかんざし桁工法のような切り広げ部位のセグメ
ントの撤去及び土壌の掘削又はセグメント変形防止支保
工等が不要であるので、著しく工期を短縮することがで
きると共に、危険性を伴わず、極めて安全且つ迅速な施
工が可能となり、コストダウンにも寄与できる等、正に
、諸種の著大なる効果を奏する発明である。[Effects of the Invention] As detailed in the above-mentioned embodiment, the present invention eliminates the need for segment removal, soil excavation, segment deformation prevention support, etc. of the roof shield construction method and hairpin girder construction method. As a result, the construction period can be significantly shortened, construction can be carried out extremely safely and quickly without any danger, and it can also contribute to cost reduction. be.
図は本発明の一実施例を示し、第１図は本工法によって
構築したシールドトンネルに仮柱を組立てた状態の一部
切欠斜面図、第２図は仮柱の上下端部に受梁を取付けた
状態の一部切欠斜面図、第３図は所定本数毎の仮柱を包
含して本柱を構築した状態の一部切欠斜面図、第４図は
本柱以外の仮柱を受梁の表面部位でカットした状態の一
部切欠斜面図、第５図は一体構造の仮柱の斜面図、第６
図は分離型構造の仮柱の斜面図、第７図は下部受梁を鉄
筋コンクリート又はプレストレストコンクリートにて構
築した状態の一部切欠斜面図、第８図は下部受梁を鉄筋
コンクリート又はプレストレストコンクリートにて構築
したときの全体の完成時の一部切欠斜面図である。
（１）・・・・・・シールドトンネル
（２）・・・・・・オーバーラツプ部位のセグメント（
３）・・・・・・仮柱 （４）・・・・・・
受梁（５）・・・・・・本柱The figures show one embodiment of the present invention. Figure 1 is a partially cutaway slope view of a shield tunnel constructed using this method with temporary pillars assembled, and Figure 2 is a partially cutaway slope view of the temporary pillars with support beams attached to the upper and lower ends of the temporary pillars. Figure 3 is a partial cutaway slope view of the installed state, Figure 3 is a partial cutaway slope view of the main pillar constructed by including a predetermined number of temporary pillars, and Figure 4 is a partial cutaway slope view of the main pillar constructed with temporary pillars other than the main pillar installed. Figure 5 is a partially cutaway slope view of a temporary pillar with an integral structure;
The figure is a slope diagram of a temporary column with a separate structure. Figure 7 is a partially cutaway slope diagram with the lower support beam constructed of reinforced concrete or prestressed concrete. Figure 8 is a slope diagram of the lower support beam constructed with reinforced concrete or prestressed concrete. It is a partially cutaway slope view of the entire building when it is completed. (1)...Shield tunnel (2)...Segment of overlap site (
3)・・・Temporary pillar (4)・・・・・・
Support beam (5)...Main pillar
Claims (1)
並列させたシールドトンネルであつて、該オーバーラッ
プ部位の上下のセグメント間の軸方向に仮柱を組立て、
更に、該仮柱の上下部位に受梁を取付けて後、該仮柱の
適宜本数毎の前記仮柱を被蔽する如く前記上下の受梁間
に鋼管を巻装し、該鋼管内にコンクリートを打設して本
柱とし、然る後、該本柱以外の前記仮柱を前記受梁の表
面部位よりカットして地下鉄の駅部を構築するようにし
たことを特徴とする多連接シールド工法による駅部構築
工法。Shield tunnels are overlapped and arranged in parallel so that there are at least three or more connections, and temporary pillars are assembled in the axial direction between the segments above and below the overlapped part,
Furthermore, after attaching support beams to the upper and lower parts of the temporary pillars, a steel pipe is wrapped between the upper and lower support beams so as to cover an appropriate number of the temporary pillars, and concrete is placed inside the steel pipe. A multi-connected shield construction method characterized in that a subway station section is constructed by pouring a main pillar and then cutting the temporary pillars other than the main pillar from the surface part of the support beam. Station construction method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1259799A JPH07107360B2 (en) | 1989-10-04 | 1989-10-04 | Station construction method using multi-connection shield method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1259799A JPH07107360B2 (en) | 1989-10-04 | 1989-10-04 | Station construction method using multi-connection shield method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH03122399A true JPH03122399A (en) | 1991-05-24 |
| JPH07107360B2 JPH07107360B2 (en) | 1995-11-15 |
Family
ID=17339161
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1259799A Expired - Fee Related JPH07107360B2 (en) | 1989-10-04 | 1989-10-04 | Station construction method using multi-connection shield method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH07107360B2 (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05256097A (en) * | 1992-03-09 | 1993-10-05 | Yoshiji Matsumoto | Composite section shield tunnel structure, construction method thereof and shield segment |
| JP2017115315A (en) * | 2015-12-21 | 2017-06-29 | 鹿島建設株式会社 | Tunnel interior structure and its construction method |
| RU2692518C1 (en) * | 2018-10-30 | 2019-06-25 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс", ОАО "НИПИИ "Ленметрогипротранс" | Method for constructing a three-span subway station of an open method of performing works with a lateral arrangement of passenger platforms and a double-track still tunnel |
| RU2704415C1 (en) * | 2019-01-09 | 2019-10-28 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Method for construction of column-type two-vane subway station by closed method of perfoming works |
| RU2704414C1 (en) * | 2019-01-09 | 2019-10-28 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Method for erection of three-vane subway station of closed method of perfoming works with double-track main line tunnel |
| RU2729474C1 (en) * | 2020-01-30 | 2020-08-07 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Method for erection of three-vault subway station of closed method for production of pylon type works |
| CN113847062A (en) * | 2021-09-23 | 2021-12-28 | 中铁四局集团第五工程有限公司 | Subway station construction method combining small-diameter jacking pipes with double-layer six-hole piles |
| RU2764510C1 (en) * | 2021-02-12 | 2022-01-18 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Петербургский государственный университет путей сообщения Императора Александра I" | Method for constructing a single-vault deep-level metro station |
-
1989
- 1989-10-04 JP JP1259799A patent/JPH07107360B2/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05256097A (en) * | 1992-03-09 | 1993-10-05 | Yoshiji Matsumoto | Composite section shield tunnel structure, construction method thereof and shield segment |
| JP2017115315A (en) * | 2015-12-21 | 2017-06-29 | 鹿島建設株式会社 | Tunnel interior structure and its construction method |
| RU2692518C1 (en) * | 2018-10-30 | 2019-06-25 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс", ОАО "НИПИИ "Ленметрогипротранс" | Method for constructing a three-span subway station of an open method of performing works with a lateral arrangement of passenger platforms and a double-track still tunnel |
| RU2704415C1 (en) * | 2019-01-09 | 2019-10-28 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Method for construction of column-type two-vane subway station by closed method of perfoming works |
| RU2704414C1 (en) * | 2019-01-09 | 2019-10-28 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Method for erection of three-vane subway station of closed method of perfoming works with double-track main line tunnel |
| RU2729474C1 (en) * | 2020-01-30 | 2020-08-07 | Открытое акционерное общество "Научно-исследовательский, проектно-изыскательский институт "Ленметрогипротранс" | Method for erection of three-vault subway station of closed method for production of pylon type works |
| RU2764510C1 (en) * | 2021-02-12 | 2022-01-18 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Петербургский государственный университет путей сообщения Императора Александра I" | Method for constructing a single-vault deep-level metro station |
| CN113847062A (en) * | 2021-09-23 | 2021-12-28 | 中铁四局集团第五工程有限公司 | Subway station construction method combining small-diameter jacking pipes with double-layer six-hole piles |
| CN113847062B (en) * | 2021-09-23 | 2022-11-11 | 中铁四局集团第五工程有限公司 | Subway station construction method combining small-diameter jacking pipes with double-layer six-hole piles |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH07107360B2 (en) | 1995-11-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JPH03122399A (en) | Method for constructing station portion by multiple serial shield construction method | |
| JP2006265976A (en) | Corrugated steel-plate web u component bridge and its construction method | |
| JP3752999B2 (en) | Upper and lower integrated bridge and its construction method | |
| JPH0711710A (en) | Reinforced concrete column and steel frame beam jointing structure and building constructing method | |
| JPH0633627B2 (en) | New construction method on existing facility | |
| JP7213154B2 (en) | Top slab construction method for shaft and top slab structure | |
| JPH03156094A (en) | Under-roadbed traverse round section structure and its construction | |
| JPH0657741A (en) | Earth retaining wall | |
| JP2006183286A (en) | Connection structure of corrugated steel web for corrugated steel web u-shaped component bridge | |
| JP3455115B2 (en) | Hollow section bridge and method of constructing the same | |
| JPH06185111A (en) | Precast concrete beam and column and construction method of earthquake-proof wall using them | |
| JPH0959933A (en) | Filled and coated steel pipe concrete structure and construction method | |
| JPH05311617A (en) | Construction method for elevated structure | |
| JP2000160687A (en) | Construction method for composite structure and precast concrete column | |
| JP7108108B1 (en) | Support structure of temporary piers and update method of bridge superstructure | |
| JP2817591B2 (en) | Construction method of steel reinforced concrete building | |
| JP2635872B2 (en) | How to build a composite structure | |
| JP2763488B2 (en) | Prefabricated pillar and inverted ramen prefabricated construction method | |
| JP2001200594A (en) | Method for constructing structure consisting of column with large section and beam | |
| JP3318717B2 (en) | Construction method of PC cable stayed bridge | |
| JP2654597B2 (en) | Reinforcement method of wall type rigid frame structure | |
| JPS6139457B2 (en) | ||
| JPH11107443A (en) | Execution of prestressed-concrete steel pipe beam | |
| JPH0649897A (en) | Joining method for beam and pillar and precast concrete pillar applied to above method | |
| JPH1113015A (en) | Arch slab type viaduct, and its execution method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |