JPH04120318A - Construction method for tunnel - Google Patents
Construction method for tunnelInfo
- Publication number
- JPH04120318A JPH04120318A JP2238958A JP23895890A JPH04120318A JP H04120318 A JPH04120318 A JP H04120318A JP 2238958 A JP2238958 A JP 2238958A JP 23895890 A JP23895890 A JP 23895890A JP H04120318 A JPH04120318 A JP H04120318A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- elements
- site
- construction
- concrete
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 239000004567 concrete Substances 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 11
- 239000010959 steel Substances 0.000 claims abstract description 11
- 239000002131 composite material Substances 0.000 claims description 9
- 238000005304 joining Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 abstract description 8
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 230000003014 reinforcing effect Effects 0.000 description 6
- 239000003673 groundwater Substances 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 239000011150 reinforced concrete Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 238000004891 communication Methods 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000004904 shortening Methods 0.000 description 2
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 description 1
- 229910052802 copper Inorganic materials 0.000 description 1
- 239000010949 copper Substances 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000007726 management method Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 125000000391 vinyl group Chemical group [H]C([*])=C([H])[H] 0.000 description 1
- 229920002554 vinyl polymer Polymers 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
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は専用洞道、共同溝、併設洞道、開削洞道等の洞
道の構築工法に係るものである。DETAILED DESCRIPTION OF THE INVENTION (Industrial Field of Application) The present invention relates to a construction method for tunnels such as private tunnels, public ditches, attached tunnels, and cut-and-cover tunnels.
（従来の技術）
第１６図及び第１７図は夫々従来の一般的な電力洞道並
に共洞溝を示し、洞道本体（ａ）は基礎（ｂｌ上に現場
施工された鉄筋コンクリート構造体よりなり、（Ｃ）は
同本体（ａ）内に配設された電力及び通信ケーブル敷設
用ラック、（ｄ）は共同溝内に敷設されたガス管、（ｅ
）は上水道管、（ｆ）は下水道管である。(Prior art) Figures 16 and 17 show a conventional general power tunnel and a common tunnel, respectively, and the tunnel body (a) is a reinforced concrete structure constructed on site on the foundation (bl). (C) is a rack for laying power and communication cables installed in the same body (a), (d) is a gas pipe laid in a public ditch, (e
) is a water pipe, and (f) is a sewer pipe.
施工に当っては地盤を開堅し、同開碇部底面上に鉄筋コ
ンクリート製洞道を構築し、電力洞道の場合には２０ｍ
〜４０ｍ程度の間隔で、共同溝の場合には６ｍ〜１２ｍ
程度の間隔で施工継手を設置している。During construction, the ground will be cleared and a reinforced concrete tunnel will be constructed on the bottom of the anchorage.
~40m intervals, 6m to 12m in the case of communal ditches
Construction joints are installed at regular intervals.
図中（８０は土留矢板、（５）は腹起し、（ｉ）は横梁
、（」）は覆工板である。In the figure (80 is the earth retaining sheet pile, (5) is the upright, (i) is the cross beam, and ('') is the lining board.
第２０図はエキスパンションジヨイント部に形成された
施工継手を示し、相隣る本体（ａ）のうち、方の本体（
ａ）に埋設されたジヨイントバー仮）を他方の本体（ａ
）に埋設されたビニルパイプｆ）に嵌合するとともに、
側本体（ａｌに跨って止水板−を接合し、側本体（２１
間に目地材（ｎｌを施工するものである。Fig. 20 shows a construction joint formed in the expansion joint part, and shows one of the adjacent bodies (a).
Place the joint bar (temporary) embedded in a) into the other body (a).
) is fitted to the vinyl pipe f) buried in the
Join the water stop plate across the side body (al), and attach the side body (21
A joint material (NL) is applied in between.
（発明が解決しようとする課題）
前記従来の洞道は鉄筋コンクリート製であり、洞道断面
の大きいものは現場打ちコンクリートで建設されており
、建設現場における型枠の組立、配筋、コンクリート打
設及び養生、脱型に相当の期間を要し、この間、建設現
場周辺の地域住民の生活環境に対する悪影響を回避する
ことができない。(Problems to be Solved by the Invention) The conventional tunnels are made of reinforced concrete, and those with large cross sections are constructed with cast-in-place concrete, which requires assembly of formwork, reinforcement, and concrete pouring at the construction site. It takes a considerable amount of time for curing and demolding, and during this time it is impossible to avoid negative impacts on the living environment of local residents around the construction site.
また前記洞道は２０ｍ〜４０ｍの間隔で施工継手を有し
ており、洞道方向の不測沈下や地震発生時において施工
継手に作用する過大な力によって、洞道間が拡開したり
段差状の変位が生起し、洞道内に地下水が流入する。洞
道は構造上流入する水をポンプ設備によって排水する必
要があるため、流入水防止対策が洞道の維持管理上、最
も重要な問題となっている。In addition, the tunnel has construction joints at intervals of 20 m to 40 m, and due to unexpected subsidence in the direction of the tunnel or excessive force acting on the construction joints in the event of an earthquake, the spaces between the tunnels may expand or become stepped. displacement occurs, and groundwater flows into the tunnel. Due to the structure of the tunnel, it is necessary to drain the inflowing water using pump equipment, so measures to prevent inflow of water are the most important issue in the maintenance and management of the tunnel.
本発明は前記従来技術の有する問題点に鑑みて提案され
たもので、その目的とする処は、施工が簡単で工期が大
幅に短縮され、不同沈下や地震の発生時においても地下
水の流入が防止できる洞道の構築工法を従供する点にあ
る。The present invention was proposed in view of the problems of the prior art, and its objectives are to simplify construction, significantly shorten the construction period, and prevent groundwater from flowing in even in the event of uneven subsidence or an earthquake. The point is to provide a method for constructing tunnels that can be prevented.
（課題を解決するための手段）
前記の目的を達成するため、本発明に係る洞道の構築工
法によれば、プレキャスト化された綱・コンクリート複
合構造で構築されるべき洞道を分割してなる形状、寸法
を有する洞道構成用エレメントを所定の現場Ｓこ搬入し
、相隣る同エレメントを溶接またはボルト等によって現
場接合するものである。(Means for Solving the Problems) In order to achieve the above object, according to the method for constructing a tunnel according to the present invention, a tunnel to be constructed with a precast rope/concrete composite structure is divided. Tunnel configuring elements having the following shapes and dimensions are transported to a predetermined site, and adjacent elements are joined on site by welding, bolts, etc.
（作用）
本発明によれば前記したように、洞道を工場から現場ま
での輸送限界を考慮し、限界以下の形状寸法の洞道断面
の場合には洞道軸方向のみ一定長さに分割し、限界を超
える形状、寸法の場合には洞道断面方向も分割した工場
、製作による所定の形状、寸法の洞道構成用エレメント
に分割二、また建設現場の搬入スペース及び所定位置ま
での挿入スペースを極力狭くしようとする場合は輸送限
界以下の断面の洞道にあっても、同洞道断面方向も分割
し、現場への輸送、搬入並に取扱いを容易ならしめたも
のである。(Function) According to the present invention, as described above, taking into account the transport limit of the tunnel from the factory to the site, if the cross section of the tunnel has a shape and size below the limit, it is divided into constant lengths only in the tunnel axis direction. However, in the case of shapes and dimensions that exceed the limits, the tunnel cross-sectional direction is also divided at the factory, and the tunnel is divided into elements for constructing the tunnel with the specified shape and dimensions by manufacturing, and the delivery space at the construction site and insertion to the specified position. When trying to make the space as narrow as possible, even if the tunnel has a cross section that is below the transport limit, the cross section of the tunnel can also be divided to make it easier to transport, bring in, and handle to the site.
更に前記エレメントを強度、剛性の大きい鋼・コンクリ
ート複合構造としたことによって、洞道壁厚を１＜シ、
軽量化し、現地における洞道構築のための掘削断面を狭
くし、洞道内の利用空間を広くしたものである。Furthermore, by making the element a steel/concrete composite structure with high strength and rigidity, the tunnel wall thickness can be reduced to 1 <
It is lighter, has a narrower excavation cross section for on-site tunnel construction, and has expanded the usable space inside the tunnel.
二のように本発明においては、洞道エレメントをプレキ
ャスト化された鋼・コンクリート複合構造としたことに
よって洞道壁厚を薄くし、前記エレメントを軽量化し、
同エレメントを施工現場で溶接、ボルト等で接合するよ
うにしたことによって継手が減少し、工期が短縮される
。2. In the present invention, the tunnel element is made of a precast steel/concrete composite structure, thereby reducing the thickness of the tunnel wall and reducing the weight of the element.
The elements are joined by welding, bolts, etc. at the construction site, reducing the number of joints and shortening the construction period.
また前記エレメントが軽量小型化されることによって、
軟弱地盤においても施工可能となり、洞道軸方向の不同
沈下が軽減され、洞道軸方向の施工継手に作用する力が
小さくなり、洞道軸方向の施工継手に開きや段差状の変
位が発生せず、継手部が溶接接合、ボルト接合等によっ
て完全な止水構造が構成されることと相俟って、洞道内
への地下水の流入が防止される。Furthermore, by making the element lighter and smaller,
Construction is possible even on soft ground, uneven settlement in the direction of the tunnel axis is reduced, the force acting on the construction joint in the direction of the tunnel axis is reduced, and openings and step-like displacements occur in the construction joint in the direction of the tunnel axis. In combination with the fact that the joints are made of welded joints, bolted joints, etc. to form a completely watertight structure, groundwater is prevented from flowing into the tunnel.
（実施例） 以下本発明を図示の実施例について説明する。(Example) The present invention will be described below with reference to the illustrated embodiments.
第１図乃至第３図及び第９図乃至第１５図は本発明の第
１の実施例を示し、第１図は鋼・コンクリート複合構造
の洞道の縦断正面図を示し、（１）は外面スキンプレー
ト、（２） Ａ！内面スキンプレート、（３）は補強桁
、（４）はコンクリート、（５）は電力敷設用ラック、
（６）は電力線用電線管を示す。1 to 3 and 9 to 15 show a first embodiment of the present invention, FIG. 1 shows a vertical cross-sectional front view of a tunnel with a steel/concrete composite structure, and (1) shows the first embodiment of the present invention. External skin plate, (2) A! Inner skin plate, (3) reinforcing girder, (4) concrete, (5) power installation rack,
(6) indicates a power line conduit.
第２図は共同溝の縦断正面図を示し、通信ケーフル用ラ
ック（７）、通信ケーブル用電線管（８）、ガス管（９
）、下水道管（１０）、上水道管（１１）設けられてい
る。回中第１図と均等部分には同一符号が付されている
。Figure 2 shows a longitudinal sectional front view of the common ditch, showing racks for communication cables (7), conduit conduits for communication cables (8), gas pipes (9).
), a sewer pipe (10), and a water supply pipe (11) are provided. Parts equivalent to those in FIG. 1 are given the same reference numerals.
また（１２）は前記洞道、共同溝の基礎である。Further, (12) is the foundation of the tunnel and common ditch.
第３図は洞道の縦断側面図を示し、（１３）は横桁、（
１４）は補強板、（１５）は現地接合部、（１６）は洞
道軸方向現地接合部材である。Figure 3 shows a longitudinal side view of the tunnel, where (13) is the crossbeam, (
14) is a reinforcing plate, (15) is an on-site joint, and (16) is an on-site joint member in the tunnel axis direction.
前記洞道共同溝は所要の寸法に区分されたプレキャスト
化された鋼・コンクリート複合構造の洞道構成用エレメ
ント囚に区分されている。The tunnel common trench is divided into precast steel/concrete composite structure elements for constructing the tunnel, which are divided into required dimensions.
所要の現場において地盤を開墾し、同開繋地盤の底部に
基礎（１２）を施工する。図中（２工）は矢板、（２２
）は復起しである。The ground will be cleared at the required site and the foundation (12) will be constructed at the bottom of the cleared ground. In the diagram (2nd construction) is a sheet pile, (22
) is a revival.
而して前記エレメント八を開Ｖ地盤に搬入し、吊ピース
（２３）によって運搬台車（２４）上に吊下ろし、同台
車（２４）を基礎（１２）上に設けられた走行溝（２５
）に沿って移動し、既設のエレメントｗに対設し、接合
する。Then, the element 8 is opened and transported to the V-ground, suspended onto the transport trolley (24) by the hanging piece (23), and the trolley (24) is placed in the running groove (25) provided on the foundation (12).
), install it opposite to the existing element w, and join it.
第１５図は相隣る前記両ニレメン＋−ｎの接合部を示し
、両エレメント囚の内面スキンプレート（２１（２１を
現地接合部（１５）で溶接し、相隣るエレメントＩＡＩ
の各補強桁（３） （３）及び内面スキンプレート（２
） （２１間に形成された接合空間に、現地接合部材（
１６）を嵌装し、ニレメン）Ｗに設けた空間（２６）を
利用して、同エレメント（２）の内面側よりボルト、ナ
ツト（２７）で前記接合部材（１６）と補強桁（３）と
を接合するか、？８接する。Fig. 15 shows the joints of the two adjacent elements +-n, and the inner skin plates (21) of both elements are welded at the on-site joints (15), and the adjacent elements IAI
Each reinforcing girder (3) (3) and inner skin plate (2
) (In the joint space formed between 21, on-site joint members (
16), and using the space (26) provided in the element (2) W, connect the joining member (16) and the reinforcing girder (3) with bolts and nuts (27) from the inner side of the element (2). Do you want to join it? 8 contact.
以下前記の工程を反覆して、前記ニレメンｌｌＡｌを順
次接合し、洞道を構築するものである。Thereafter, the above-mentioned steps are repeated to sequentially join the elm members 11Al to construct a sinus tract.
前記エレメント囚は洞道を分割した部材で、しかも強度
、剛性の大きい鋼・コンクリート複合構造であるので、
壁厚を薄くし、更に小型軽量化することができ、現地に
おける洞道の構築のだめの掘削断面を小さくし、洞道内
の利用空間を広くとることができるとともに、前記エレ
メントが軽量小型化されていることによって軟弱地盤で
も施工可能である。また洞道軸方向の継手に作用する力
が小さくなり、地震時や不同沈下時において、継手部に
開きや段差状の変位が発生せず、継手部が溶接、ボルト
接合等によって完全な止水構造が構成され、洞道内への
地下水の流入が防止される。The element cage is a member made by dividing the tunnel, and is made of a steel/concrete composite structure with high strength and rigidity.
The wall thickness can be made thinner and the element can be made smaller and lighter.The excavation cross section for on-site construction of a tunnel can be made smaller, and the usable space inside the tunnel can be made wider. This allows construction even on soft ground. In addition, the force acting on the joints in the axial direction of the tunnel is reduced, and the joints do not open or shift in a step-like manner during earthquakes or uneven settlements, and the joints are completely watertight by welding, bolting, etc. The structure is configured to prevent groundwater from flowing into the tunnel.
図中（２８）は横梁、（２９）は覆工板である。In the figure, (28) is a cross beam, and (29) is a lining board.
回示の実施例においては、前記エレメント人は洞道軸方
向に亘って所要長さしに分割されているが、ｌ・要に応
して洞道断面方向にも分割される。In the illustrated embodiment, the element is divided into required lengths along the axial direction of the sinus canal, but it is also divided in the cross-sectional direction of the sinus canal depending on the length and length.
第４図は本発明の第２の実施例を示し、第１実施例にお
ける洞道外面の外面スキンプレート（１）が省略された
もので、かくすることによって外面スキンプレート（１
）の外面防蝕問題を解決するとともに、部材数を減少す
ることによって経済性を向上するものである。FIG. 4 shows a second embodiment of the present invention, in which the outer skin plate (1) on the outer surface of the sinus in the first embodiment is omitted.
), it solves the problem of external corrosion protection and improves economic efficiency by reducing the number of parts.
第５図及び第６図は本発明の第３の実施例を示し、洞道
外面の外面スキンプレート（１）及び補強桁（３）、横
桁（１３）、補強板（１４）を省略し、ｐｃａ棒（３０
）（３１）によって、４辺周方向と洞道軸方向にプレス
トレスを導入するものである。Figures 5 and 6 show a third embodiment of the present invention, in which the outer skin plate (1) on the outer surface of the tunnel, the reinforcing girders (3), the cross beams (13), and the reinforcing plates (14) are omitted. , pca bar (30
) (31), prestress is introduced in the circumferential direction of the four sides and in the sinus axial direction.
図中、前記実施例と均等部分には同一符号が附されてい
る。In the figure, parts equivalent to those of the above embodiment are given the same reference numerals.
第７図は本発明の第４の実施例を示し、（３２）は汎用
銅管及び型鋼、（３３）は工場接合部で、このようにす
ることによって、部材数を減少し、汎用品の活用による
経済性の向上を図ることができる。FIG. 7 shows a fourth embodiment of the present invention, in which (32) is a general-purpose copper pipe and shaped steel, and (33) is a factory joint. It is possible to improve economic efficiency through utilization.
第８図は本発明の第５図の実施例を示し、洞道の断面方
向に分割されたエレメントが使用され、（３４）は周方
向現地接合部材である。図中前記実施例と均等部分には
同一符号が符されている。FIG. 8 shows the embodiment of the invention shown in FIG. 5, in which elements divided in the cross-sectional direction of the sinus tract are used, and (34) is a circumferential in-situ joining member. In the drawings, parts equivalent to those of the previous embodiment are designated by the same reference numerals.
前記実施例によれば輸送限界以上の形状寸法の洞道の構
築も容易に行なわれるとともに、現場への搬入スペース
及び所定位置までの挿入スペースを極力小さくすること
ができる。According to the embodiment described above, it is possible to easily construct a tunnel having a shape and size exceeding the transportation limit, and the space for carrying the tunnel to the site and the space for inserting the tunnel to a predetermined position can be minimized.
（発明の効果）
本発明は前記したようにプレキャスト化された鋼・コン
クリート複合構造で、洞道を分割した形状寸法を有する
洞道用構成用エレメントを所定の現場に搬入して、相隣
る同エレメントを溶接、またはボルト等によって現場接
合して洞道を構築するようにしたので、建設現場への搬
入、取扱いが容易になり、建設現場における工事期間が
短縮され、地域住民の生活環境への影ｇ期間が大幅に短
縮され、不同沈下や地震発生後においても地下水が流入
しない洞道が建設できる。(Effects of the Invention) As described above, the present invention is a precast steel/concrete composite structure, in which elements for constructing a tunnel having shapes and dimensions obtained by dividing a tunnel are transported to a predetermined site and placed in a precast state. The same elements are welded or bolted together on-site to construct the tunnel, making it easier to transport and handle to the construction site, shortening the construction period at the construction site, and improving the living environment of local residents. This greatly shortens the period of impact and allows construction of tunnels that do not allow groundwater to flow in even after uneven subsidence or an earthquake.
また前記エレメントが鋼・コンクリート複合構造で軽量
小型化されるので、軟弱地盤における構築も可能となり
、建設現場の適用地盤が拡大されるため、地下空間が有
効に活用される。In addition, since the element has a steel/concrete composite structure and is lightweight and compact, it can be constructed on soft ground, expanding the applicable ground at construction sites, and making effective use of underground space.
更に前記プレハブ化されたエレメントは工場集中生産に
よって精度が向上し、洞道内に敷設する各種配管類及び
ケーブル類も架台とともに工場で一体製作が可能となる
。Furthermore, the precision of the prefabricated elements is improved by intensive production at the factory, and various piping and cables to be laid in the tunnel can also be integrally manufactured at the factory together with the mount.
更に現地施工継手部の接合作業が洞道内側面からだけで
も可能となり、掘削断面を狭くするか、または洞道内活
用断面を広くすることができるため、洞道の構築費を軽
減することができる。Furthermore, it is possible to join the on-site joints only from the inner side of the tunnel, and the excavation cross section can be narrowed or the cross section utilized within the tunnel can be widened, so the construction cost of the tunnel can be reduced.
第１図及び第２図は夫々本発明の方法によって構築され
る洞道及び共同溝の縦断正面図、第３図は本発明の方法
によって構築された洞道の第１の実施例を示す洞道の縦
断側面図、第４図は本発明の方法によって構築された洞
道の第２の実施例を示す縦断正面図、第５図及び第６図
は夫々本発明の方法によって構築された洞道の第３の実
施例を示す縦断正面図並に縦断側面図、第７及び第８図
は夫々本発明の方法によって構築された洞道の第４の実
施例及び第５の実施例を示す縦断正面図、第９図は前記
第１の実施例の洞道の構築状態を示す縦断側面図、第１
０図及び第１１図は夫々第９図の矢視Ｘ−Ｘ図並に矢視
ＸＩ−ＸＩ図、第１２図乃至第１４図は前記第１の実施
例の洞道の構築工程を示す縦断側面図、第１５図は現地
接合部の詳細を示す縦断側面図、第１６図及び第１７図
は夫々従来の鉄筋コンクリート製洞道並に共同溝の縦断
正面図、第１８図は前記従来の洞道の構築状態を示す縦
断側面図、第１９図はその縦断正面図、第２０図はその
施工継手部を示す縦断側面図である。
（２）・・・洞道構成用エレメント、
（１）・・・外面スキンプレート、
（２）・・−内面スキンプレート、
（４）・・コンク１、
ト、
（１５）・・・現地接合部、
（１６）・・・現地接合部材、
（２７）・・・ボルトナツト。1 and 2 are longitudinal sectional front views of a tunnel and a common ditch constructed by the method of the present invention, respectively, and FIG. 3 is a tunnel showing a first embodiment of the tunnel constructed by the method of the present invention. FIG. 4 is a longitudinal sectional side view of a tunnel, FIG. 4 is a longitudinal sectional front view showing a second embodiment of a tunnel constructed by the method of the present invention, and FIGS. A longitudinal front view and a longitudinal side view showing a third embodiment of the tunnel; FIGS. 7 and 8 show a fourth embodiment and a fifth embodiment of a tunnel constructed by the method of the present invention, respectively. FIG. 9 is a vertical front view, and FIG. 9 is a vertical side view showing the construction state of the tunnel of the first embodiment.
0 and 11 are the arrow XX view and the arrow XI-XI view of FIG. 9, respectively, and FIGS. 12 to 14 are longitudinal sections showing the tunnel construction process of the first embodiment 15 is a vertical side view showing details of the on-site joint, FIGS. 16 and 17 are vertical sectional front views of a conventional reinforced concrete tunnel and a common ditch, respectively, and FIG. FIG. 19 is a longitudinal sectional side view showing the construction state of the road, FIG. 19 is a longitudinal sectional front view thereof, and FIG. 20 is a longitudinal sectional side view showing the construction joint portion thereof. (2)...Element for configuring the tunnel, (1)...External skin plate, (2)...Inner skin plate, (4)...Conc 1, (15)...Field connection (16)...On-site joining member, (27)...Bolt nut.
Claims (1)
されるべき洞道を分割してなる形状、寸法を有する洞道
構成用エレメントを所定の現場に搬入し、相隣る同エレ
メントを溶接またはボルト等によって現場接合すること
を特徴とする洞道の構築工法。Tunnel construction elements with shapes and dimensions obtained by dividing a tunnel to be constructed using a precast steel/concrete composite structure are delivered to a designated site, and adjacent identical elements are welded or bolted together. A tunnel construction method characterized by on-site joining.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2238958A JPH04120318A (en) | 1990-09-11 | 1990-09-11 | Construction method for tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2238958A JPH04120318A (en) | 1990-09-11 | 1990-09-11 | Construction method for tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH04120318A true JPH04120318A (en) | 1992-04-21 |
Family
ID=17037830
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2238958A Pending JPH04120318A (en) | 1990-09-11 | 1990-09-11 | Construction method for tunnel |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH04120318A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040649A (en) * | 2015-08-05 | 2015-11-11 | 中国电建集团贵阳勘测设计研究院有限公司 | Pressure regulating well structure using traffic hole as upper chamber and construction method |
| JP2021115706A (en) * | 2020-01-22 | 2021-08-10 | 株式会社クリコン | Tubular structure and method of manufacturing tubular structure |
-
1990
- 1990-09-11 JP JP2238958A patent/JPH04120318A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040649A (en) * | 2015-08-05 | 2015-11-11 | 中国电建集团贵阳勘测设计研究院有限公司 | Pressure regulating well structure using traffic hole as upper chamber and construction method |
| JP2021115706A (en) * | 2020-01-22 | 2021-08-10 | 株式会社クリコン | Tubular structure and method of manufacturing tubular structure |
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