JP7221155B2 - Tunnel entrance hood and its construction method - Google Patents

Tunnel entrance hood and its construction method Download PDF

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JP7221155B2
JP7221155B2 JP2019120737A JP2019120737A JP7221155B2 JP 7221155 B2 JP7221155 B2 JP 7221155B2 JP 2019120737 A JP2019120737 A JP 2019120737A JP 2019120737 A JP2019120737 A JP 2019120737A JP 7221155 B2 JP7221155 B2 JP 7221155B2
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side wall
tunnel entrance
entrance hood
floor slab
tunnel
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伸一 久保田
寿和 永井
彰雄 栗田
知之 饒平名
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ジオスター株式会社
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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
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特許法第３０条第２項適用 矩形緩衝工組立見学会 平成３０年７月１９日開催Article 30, Paragraph 2 of the Patent Act applies Rectangular entrance hood assembly tour held on July 19, 2018

本発明は、プレキャスト部材を用いたトンネル緩衝工及びその構築方法に関する。 The present invention relates to a tunnel entrance hood using precast members and a construction method thereof.

高速で走行する鉄道車両（例えば新幹線等）などがトンネル内を通過すると、トンネル長が短い場合を除き、当該鉄道車両の車輪とレールとの間で発生する転動騒音等がトンネル内で多重反射し、トンネルの坑口における沿線騒音が通常区間よりも大きくなる現象が知られている。このような現象は、鉄道車両がトンネル内に進入した際の空気の圧縮波が伝播し、トンネル出口で放射されることなどにより生じる。このようなトンネル坑口部において発生する微気圧波を抑制させるために、トンネル緩衝工と呼ばれるフード形状の構造物が設置される。 When a high-speed railway vehicle (e.g. Shinkansen) passes through a tunnel, the rolling noise generated between the wheels and rails of the railway vehicle is reflected multiple times in the tunnel, unless the tunnel length is short. However, it is known that the wayside noise at the mouth of a tunnel becomes louder than in a normal section. Such a phenomenon occurs due to the propagation of compression waves of air when a railway vehicle enters a tunnel and radiation at the exit of the tunnel. A hood-shaped structure called a tunnel entrance hood is installed in order to suppress the micro-pressure waves generated at the entrance of such a tunnel.

例えば、特許文献１には、トンネル緩衝工に開口部を設け、トンネル微気圧波の低減効果を損なわず、外部に放射する可聴域の騒音を低減する防音装置を備えたトンネル緩衝工が開示されている。また、トンネル緩衝工の構築方法としては種々の方法が考えられる。例えば、特許文献２には、底版Ｂと側壁Ｃと上床版ＤからなるボックスカルバートＡが開示され、底版Ｂ上に左右の側壁Ｃを構築した後に埋設型枠を用いて上床版Ｄを側壁Ｃ間に架設させる旨が記載されている。 For example, Patent Document 1 discloses a tunnel entrance hood provided with an opening and equipped with a soundproofing device that reduces noise in the audible range radiated to the outside without impairing the effect of reducing tunnel micro-pressure waves. ing. Moreover, various methods are conceivable as a method of constructing a tunnel entrance hood. For example, Patent Document 2 discloses a box culvert A consisting of a bottom slab B, side walls C, and an upper floor slab D. After constructing left and right side walls C on the bottom slab B, the upper floor slab D is attached to the side walls C using an embedded formwork. It is described that it will be built between them.

特開２０１２－２２５０１０号公報JP 2012-225010 A 特開２０１６－３５３０号公報JP 2016-3530 A

しかしながら、上記特許文献１に開示されているようなトンネル緩衝工は、鋼構造もしくは鉄筋コンクリート構造によって構築されることが一般的であり、鋼構造にはコスト面に問題があり、鉄筋コンクリート構造には場所打ち工法での工期が長期化するといった問題点がある。上記特許文献２に記載されているようなボックスカルバートの構築においても、同様のコスト面や工期に関する問題がある。 However, tunnel entrance hoods such as those disclosed in Patent Document 1 are generally constructed with a steel structure or a reinforced concrete structure. There is a problem that the construction period is prolonged by the hammering method. The construction of a box culvert as described in Patent Document 2 also has similar problems in terms of cost and construction period.

また、上記問題に鑑み、工期短縮のため、鉄筋コンクリート構造におけるコンクリート部材としてプレキャスト部材を用いる構成が考えられる。プレキャスト部材を用いる場合には、プレキャスト使用量に対し、工期短縮と材料費や運搬費といった施工コストの増加がトレードオフの関係となるため、プレキャスト使用量と工期短縮効果が最適となるようなトンネル緩衝工の構造や構築方法を創案することが求められる。 Moreover, in view of the above problems, a configuration using precast members as concrete members in a reinforced concrete structure is conceivable in order to shorten the construction period. When precast members are used, there is a trade-off relationship between the amount of precast used and the increase in construction costs such as material costs and transportation costs. It is required to invent the structure and construction method of entrance hoods.

そこで本発明者らは、トンネル緩衝工の構築に際しプレキャスト部材を用いる場合にプレキャスト使用量と工期短縮効果が最適となるような、トンネル緩衝工の構造や構築方法について鋭意検討を行った。 Therefore, the present inventors have made extensive studies on tunnel entrance hood structures and construction methods that optimize the amount of precast used and the effect of shortening the construction period when precast members are used in constructing tunnel entrance hoods.

上記事情に鑑み、本発明の目的は、プレキャスト部材を用いるに際し、プレキャスト使用量と工期短縮効果を最適化して構築されるトンネル緩衝工及びその構築方法を提供することにある。 In view of the above circumstances, an object of the present invention is to provide a tunnel entrance hood that is constructed by optimizing the amount of precast used and the effect of shortening the construction period when using precast members, and a construction method thereof.

前記の目的を達成するため、本発明によれば、トンネル坑口に設置されるトンネル緩衝工であって、前記トンネル緩衝工の底面を構成し、地盤に敷設される床版と、前記トンネル緩衝工の天井面を構成する頂版と、前記床版と前記頂版との間の空間側方の両側に構築される側壁と、を備え、前記床版には、当該床版の幅方向両側において上方に向かって延びる上突出部が当該床版と一体的に設けられ、前記頂版には、当該頂版の幅方向両側において下方に向かって延びる下突出部が当該頂版と一体的に設けられ、前記側壁は、前記上突出部、前記下突出部、及びプレキャスト部材である複数の側壁部分から構成され、当該側壁には開口部としての複数の窓部が長手方向に並列的に設けられることを特徴とする、トンネル緩衝工が提供される。 In order to achieve the above object, according to the present invention, there is provided a tunnel entrance hood installed at a tunnel portal, comprising a floor slab laid on the ground and constituting a bottom surface of the tunnel entrance hood, and the tunnel entrance hood. and side walls constructed on both sides of the space between the floor slabs and the top slabs, and the floor slabs are provided on both sides in the width direction of the floor slabs. Upper protruding portions extending upward are provided integrally with the floor slab, and lower protruding portions extending downward are provided integrally with the top slab on both sides in the width direction of the top slab. The side wall is composed of the upper protruding portion, the lower protruding portion, and a plurality of side wall portions that are precast members, and the side wall is provided with a plurality of windows as openings arranged in parallel in the longitudinal direction. There is provided a tunnel entrance hood characterized by:

前記複数の側壁部分には、当該側壁部分の一方又は両方の側端面において凹部が形成され、隣接する側壁部分の前記凹部同士を突き合わせて前記窓部が構成されても良い。 In the plurality of side wall portions, recesses may be formed in one or both side end surfaces of the side wall portions, and the window portions may be formed by abutting the recesses of adjacent side wall portions.

前記床版と一体的に設けられる上突出部と、前記側壁部分の下端とは、当該側壁部分の下部に埋設されるスリーブ式鉄筋継手機構により連結され、前記側壁部分と、前記頂版と一体的に設けられる下突出部とは、前記側壁部分の上端に突出する鉄筋を当該下突出部を構成する現場打ちコンクリート内に埋設させることで連結されても良い。 The upper protruding portion provided integrally with the floor slab and the lower end of the side wall portion are connected by a sleeve type reinforcing bar joint mechanism embedded in the lower portion of the side wall portion, and the side wall portion and the top slab are integrated. The lower protruding portion may be connected by burying a reinforcing bar protruding from the upper end of the side wall portion in the cast-in-place concrete forming the lower protruding portion.

また、本発明によれば、上記記載のトンネル緩衝工の構築方法であって、前記床版及び前記上突出部を地盤上に現場打ちコンクリートにより一体的に構築する床版構築工程と、プレキャスト部材である前記複数の側壁部分を前記上突出部の上部に連結させると共に、当該側壁部分の上部に現場打ちコンクリートとして前記下突出部を連結させて前記側壁を構築する側壁構築工程と、前記頂版及び前記下突出部を現場打ちコンクリートにより一体的に構築する頂版構築工程と、を有することを特徴とする、トンネル緩衝工の構築方法が提供される。 Further, according to the present invention, there is provided a tunnel entrance hood construction method as described above, comprising: a floor slab construction step of integrally constructing the floor slab and the upper protruding portion on the ground with cast-in-place concrete; a side wall construction step of connecting the plurality of side wall portions to the upper portion of the upper protruding portion and connecting the lower protruding portion as cast-in-place concrete to the upper portion of the side wall portion to construct the side wall; and a top slab construction step of integrally constructing the lower projecting portion with cast-in-place concrete.

本発明によれば、プレキャスト部材を用いるに際し、プレキャスト使用量と工期短縮効果を最適化して構築されるトンネル緩衝工及びその構築方法が提供される。 ADVANTAGE OF THE INVENTION According to this invention, when using a precast member, the tunnel entrance hood which is constructed by optimizing the amount of precast used and the effect of shortening the construction period, and its construction method are provided.

本発明の実施の形態に係るトンネル緩衝工の概略説明図である。BRIEF DESCRIPTION OF THE DRAWINGS It is a schematic explanatory drawing of the tunnel entrance hood which concerns on embodiment of this invention. トンネル緩衝工の概略正面図である。It is a schematic front view of a tunnel entrance hood. トンネル緩衝工の構築方法に関する概略説明図である。It is a schematic explanatory drawing regarding the construction method of a tunnel entrance hood. スリーブ式鉄筋継手の構成を示す概略説明図である。It is a schematic explanatory drawing which shows the structure of a sleeve-type reinforcing-bar joint. 側壁部分の概略説明図である。It is a schematic explanatory drawing of a side wall part. 本発明の窓部構成の対比に関する説明図である。It is explanatory drawing regarding comparison of the window part structure of this invention.

以下、本発明の実施の形態について図面を参照して説明する。なお、本明細書および図面において、実質的に同一の機能構成を有する構成要素については、同一の符号を付することにより重複説明を省略する場合がある。また、本明細書においては、トンネル緩衝工１の構造に注視して図示し、当該トンネル緩衝工１が設置される地盤等については、説明や図示の簡略化のために省略する場合がある。 BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, embodiments of the present invention will be described with reference to the drawings. In the present specification and drawings, constituent elements having substantially the same functional configuration may be denoted by the same reference numerals, thereby omitting redundant description. Further, in this specification, the structure of the tunnel entrance hood 1 is shown in the drawings, and the ground on which the tunnel entrance hood 1 is installed may be omitted for the sake of simplicity of explanation and illustration.

（本発明の実施の形態に係るトンネル緩衝工の構成）
図１は本発明の実施の形態に係るトンネル緩衝工１の概略説明図である。また、図２はトンネル緩衝工１の概略正面図である。図１、２に示したトンネル緩衝工１は、図示しない鉄道車両用のトンネル等の坑口に設置される矩形カルバート状の中空構造物であり、その内部には、例えば鉄道車両等が通過するための経路（図示せず）が敷設される。以下では、トンネル緩衝工１の内部空間が延伸する方向を長手方向とし、トンネル緩衝工１の敷設面に平行且つ上記長手方向に直交する方向を幅方向とし、トンネル緩衝工１が敷設された状態の鉛直方向を高さ方向として説明する。 (Configuration of tunnel entrance hood according to the embodiment of the present invention)
FIG. 1 is a schematic explanatory diagram of a tunnel entrance hood 1 according to an embodiment of the present invention. 2 is a schematic front view of the tunnel entrance hood 1. FIG. The tunnel entrance hood 1 shown in FIGS. 1 and 2 is a rectangular culvert-shaped hollow structure installed at the entrance of a tunnel for railway vehicles (not shown). (not shown) are laid. Below, the direction in which the inner space of the tunnel entrance hood 1 extends is defined as the longitudinal direction, and the direction parallel to the laying surface of the tunnel entrance hood 1 and perpendicular to the longitudinal direction is defined as the width direction, and the tunnel entrance hood 1 is laid. The vertical direction of is defined as the height direction.

図１、２に示すように、本実施の形態に係るトンネル緩衝工１は、地盤に敷設される床版５と、天井面である頂版６と、これら床版５と頂版６との間の空間側方の両側に構築される側壁１０（１０ａ、１０ｂ）からなる。なお、側壁１０（１０ａ、１０ｂ）は複数の側壁部分等から構成されるが、その詳細な構成については後述する。 As shown in FIGS. 1 and 2, the tunnel entrance hood 1 according to the present embodiment includes a floor slab 5 laid on the ground, a top slab 6 as a ceiling surface, and the floor slab 5 and the top slab 6. It consists of side walls 10 (10a, 10b) constructed on both sides of the space laterally between. The side wall 10 (10a, 10b) is composed of a plurality of side wall portions and the like, the detailed configuration of which will be described later.

また、トンネル緩衝工１には、鉄道車両等のトンネル侵入等に伴いトンネル坑口部において発生する微気圧波を抑制するために、内部の空気を逃がすための開口部として窓部２０が設けられる。本形態では、図示の通り、側壁１０において複数の窓部２０が長手方向に並列的に設けられている。窓部２０の数や大きさ等は、トンネル緩衝工１を設置するトンネルの規模や地盤状況等により任意に設計可能であるが、図１では、側壁１０の長手方向の片側５箇所ずつに窓部２０が設けられた場合を示している。 In addition, the tunnel entrance hood 1 is provided with a window 20 as an opening for releasing internal air in order to suppress micro-pressure waves generated at the entrance of the tunnel when a railway vehicle or the like enters the tunnel. In this embodiment, as illustrated, a plurality of windows 20 are provided in the side wall 10 in parallel in the longitudinal direction. The number and size of the windows 20 can be arbitrarily designed according to the scale of the tunnel in which the tunnel entrance hood 1 is installed and the ground conditions. The case where the part 20 is provided is shown.

床版５の幅方向両側には、上方（緩衝工内部方向）に向かって延びる上突出部５ａが形成されている。この上突出部５ａは床版５と一体的に構成される。また、頂版６の幅方向両側には、下方（緩衝工内部方向）に向かって延びる下突出部６ａが形成されている。この下突出部６ａは頂版６と一体的に構成される。即ち、側壁１０は、側壁下部としての上突出部５ａと、側壁上部としての下突出部６ａと、側壁中央部としての複数の側壁部分（以下、側壁部分１２）からなり、これら上突出部５ａ、下突出部６ａ、及び、側壁部分１２によってトンネル緩衝工１の内部側面が構成されている。また、床版５と上突出部５ａが一体的に構成され、頂版６と下突出部６ａが一体的に構成されるといった構造をとるため、床版５と上突出部５ａとの境界、及び、頂版６と下突出部６ａとの境界がトンネル緩衝工１の隅角部を構成することになる。 On both sides of the floor slab 5 in the width direction, upper protrusions 5a are formed that extend upward (toward the interior of the entrance hood). The upper projecting portion 5a is integrally formed with the floor slab 5. As shown in FIG. On both sides of the top slab 6 in the width direction, lower protruding portions 6a extending downward (toward the interior of the entrance hood) are formed. The lower projecting portion 6a is integrally formed with the top plate 6. As shown in FIG. That is, the sidewall 10 is composed of an upper projecting portion 5a as a lower portion of the sidewall, a lower projecting portion 6a as an upper portion of the sidewall, and a plurality of sidewall portions (hereinafter referred to as sidewall portions 12) as central portions of the sidewall. , the lower projecting portion 6 a and the side wall portion 12 constitute the inner side surface of the tunnel entrance hood 1 . In addition, since the floor slab 5 and the upper protruding portion 5a are integrally formed, and the top slab 6 and the lower protruding portion 6a are integrally formed, the boundary between the floor slab 5 and the upper protruding portion 5a, The boundary between the top slab 6 and the lower projecting portion 6a constitutes the corner portion of the tunnel entrance hood 1. As shown in FIG.

（トンネル緩衝工の構築方法）
ここで、本実施の形態に係るトンネル緩衝工１の構築方法について説明する。図３はトンネル緩衝工１の構築方法に関する概略説明図であり、（ａ）～（ｄ）の順で構築方法の概略を示している。なお、図３に示した鉄筋の構成は一例であり、これらの配置や本数等は任意に設計可能である。 (Method for constructing tunnel entrance hood)
Here, a construction method of the tunnel entrance hood 1 according to this embodiment will be described. 3A to 3D are schematic explanatory diagrams relating to the construction method of the tunnel entrance hood 1, showing the outline of the construction method in the order of (a) to (d). Note that the configuration of the reinforcing bars shown in FIG. 3 is an example, and the arrangement and number of these reinforcing bars can be designed arbitrarily.

図３（ａ）に示すように、先ず、例えば現場打ちコンクリートにより、床版５及び上突出部５ａが一体的に構築される。この時、上突出部５ａの上端には複数の鉄筋３０が配設される（床版構築工程）。次いで、図３（ｂ）に示すように、プレキャスト部材である複数の側壁部分１２が上突出部５ａの上部と連結するように設置される。側壁部分１２の設置時には、例えば、当該側壁部分１２を立てた状態で固定させておくブラケットやガイド部材等の補助部材（図示せず）を用いても良い。 As shown in FIG. 3(a), first, the floor slab 5 and the upper projecting portion 5a are constructed integrally with, for example, cast-in-place concrete. At this time, a plurality of reinforcing bars 30 are arranged at the upper ends of the upper protrusions 5a (floor slab construction step). Next, as shown in FIG. 3(b), a plurality of side wall portions 12, which are precast members, are installed so as to be connected to the upper portion of the upper projecting portion 5a. When installing the side wall portion 12, for example, an auxiliary member (not shown) such as a bracket or a guide member may be used to fix the side wall portion 12 in an upright state.

なお、側壁部分１２の下部には、例えば孔形状であるような鉄筋受容部（図示せず）が予め構成されており、鉄筋３０を受容することが可能な構成となっている。側壁部分１２の側面等には、鉄筋受容部に鉄筋３０と後述する鉄筋３５を受容させた状態でモルタル等の経時性硬化材料を注入させる孔などが設けられており、当該経時性硬化材料を内部に注入し、硬化させることで上突出部５ａと側壁部分１２との連結が実施される。 A rebar receiving portion (not shown) having, for example, a hole shape is formed in advance in the lower portion of the side wall portion 12 so as to be capable of receiving the rebar 30 . The side surface of the side wall portion 12 is provided with a hole or the like for injecting a time-hardening material such as mortar in a state in which the reinforcing bar receiving portion receives the reinforcing bar 30 and a reinforcing bar 35 described later. The connection between the upper projecting portion 5a and the side wall portion 12 is performed by injecting and curing the inside.

具体的には、上突出部５ａにおいて上方に突出する鉄筋３０は、側壁部分１２の下部に設けられる鉄筋受容部としてのスリーブ式鉄筋継手を用いて側壁部分１２の内部に配設される鉄筋３５と連結される。図４はスリーブ式鉄筋継手構造５０の構成を示す概略説明図であり、鉄筋３０と鉄筋３５を連結させた際の概略断面を図示したものである。スリーブ式鉄筋継手構造５０は、略円筒形状のスリーブ５１を備え、スリーブ５１の内部周面には突起５２が形成されている。スリーブ５１の内部においては、その下方から鉄筋３０が配置され、併せて、上方から鉄筋３５が配置される。図４に示すように、スリーブ５１には、モルタルやグラウトといった経時性硬化材料Ｕを注入させるための注入口５５が下部に設けられ、注入された経時性硬化材料Ｕを排出させるための排出口５６が上部に設けられている。スリーブ５１の内部に鉄筋３０と鉄筋３５を配置した状態で、注入口５５から経時性硬化材料Ｕを注入し、内部において硬化させることで、鉄筋３０と鉄筋３５を連結させる構成となっている。即ち、このような構成のスリーブ式鉄筋継手構造５０により上突出部５ａと側壁部分１２が連結される。なお、このようなスリーブ式鉄筋継手構造５０は複数の鉄筋毎に用いられることが好ましく、上突出部５ａと側壁部分１２は複数のスリーブ式鉄筋継手構造５０によって安定的に連結される。 Specifically, the reinforcing bars 30 protruding upward from the upper projecting portion 5a are replaced by reinforcing bars 35 disposed inside the side wall portion 12 using a sleeve-type reinforcing bar joint as a reinforcing bar receiving portion provided at the lower portion of the side wall portion 12. is concatenated with FIG. 4 is a schematic explanatory view showing the configuration of the sleeve type reinforcing bar joint structure 50, and shows a schematic cross section when the reinforcing bars 30 and 35 are connected. The sleeve-type reinforcing-bar joint structure 50 includes a substantially cylindrical sleeve 51 , and projections 52 are formed on the inner peripheral surface of the sleeve 51 . Inside the sleeve 51, the reinforcing bars 30 are arranged from below and the reinforcing bars 35 are arranged from above. As shown in FIG. 4, the sleeve 51 is provided with an injection port 55 for injecting the time-hardening material U such as mortar or grout at its lower portion, and a discharge port for discharging the time-hardening material U that has been injected. 56 is provided at the top. In a state where the reinforcing bars 30 and 35 are arranged inside the sleeve 51, the time-hardening material U is injected from the injection port 55 and hardened inside to connect the reinforcing bars 30 and 35. That is, the sleeve-type reinforcing-bar joint structure 50 having such a configuration connects the upper protruding portion 5a and the side wall portion 12 . It should be noted that such a sleeve type reinforcing bar joint structure 50 is preferably used for each of a plurality of reinforcing bars, and the upper projecting portion 5 a and the side wall portion 12 are stably connected by the plurality of sleeve type reinforcing bar joint structures 50 .

また、側壁部分１２には鉄筋３５が配設され、図示のように上端に複数の鉄筋３５が突出している。そして、図３（ｃ）、（ｄ）に示すように、例えば現場打ちコンクリートにより、側壁部分１２の上部に頂版６及び下突出部６ａが一体的に構築される。この時、鉄筋３５の配設に伴い、当該鉄筋３５を現場打ちコンクリート内に埋設させることで、側壁部分１２の上端と下突出部６ａとが連結され、一体物である頂版６と下突出部６ａが構築される。このような工程に伴い、上突出部５ａ、下突出部６ａ、及び、側壁部分１２からなる側壁１０が構築される（側壁構築工程）と共に、天井面としての頂版６が構築される（頂版構築工程）。以上のように、床版５、上突出部５ａ、側壁部分１２、頂版６、下突出部６ａが一体化され、本実施の形態に係るトンネル緩衝工１が構築される。 Further, reinforcing bars 35 are arranged on the side wall portion 12, and a plurality of reinforcing bars 35 protrude from the upper end as shown in the drawing. Then, as shown in FIGS. 3(c) and 3(d), the top slab 6 and the lower protruding portion 6a are integrally constructed on the upper portion of the side wall portion 12 by, for example, cast-in-place concrete. At this time, as the reinforcing bars 35 are arranged, the reinforcing bars 35 are embedded in the cast-in-place concrete, whereby the upper end of the side wall portion 12 and the lower projecting portion 6a are connected, and the integral top plate 6 and the lower projecting portion are connected. Part 6a is constructed. Along with these steps, the side wall 10 composed of the upper protruding portion 5a, the lower protruding portion 6a, and the side wall portion 12 is constructed (side wall constructing step), and the top slab 6 as a ceiling surface is constructed (top surface). plate building process). As described above, the floor slab 5, the upper protruding portion 5a, the side wall portion 12, the top slab 6, and the lower protruding portion 6a are integrated to construct the tunnel entrance hood 1 according to the present embodiment.

なお、図３を参照して説明した構築方法においては、各工程において各部材の位置合わせや精度確認といった作業が適宜行われても良い。 In addition, in the construction method described with reference to FIG. 3 , operations such as alignment of each member and confirmation of accuracy may be appropriately performed in each step.

（側壁部分１２の構成）
上述したように、本実施の形態に係るトンネル緩衝工１を構成する側壁１０（１０ａ、１０ｂ）は、上突出部５ａ及び下突出部６ａと、複数の側壁部分１２から構成される。図５は側壁部分１２の概略説明図であり、一方の側面１０において側壁部分１２に注視して図示したものである。図５に示すように、側壁１０は、上突出部５ａ及び下突出部６ａと、複数の側壁部分１２から構成され、側壁部分１２は、端部部分１２ａと、中央部分１２ｂと、に大別される。トンネル緩衝工１の長手方向端部（即ち、入口箇所及び出口箇所）に端部部分１２ａは設置され、それ以外の範囲には中央部分１２ｂが設置される。なお、複数の側壁部分１２はいずれもプレキャスト部材であり、予め製造されたものを施工時に現場に運搬して用いられる。 (Structure of side wall portion 12)
As described above, the side walls 10 (10a, 10b) constituting the tunnel entrance hood 1 according to the present embodiment are composed of the upper protruding portion 5a, the lower protruding portion 6a, and a plurality of side wall portions 12. As shown in FIG. FIG. 5 is a schematic illustration of side wall portion 12 , looking at side wall portion 12 at one side 10 . As shown in FIG. 5, the sidewall 10 is composed of an upper projecting portion 5a, a lower projecting portion 6a, and a plurality of sidewall portions 12. The sidewall portions 12 are roughly divided into an end portion 12a and a central portion 12b. be done. The end portions 12a are installed at the longitudinal ends (that is, the entrance and exit locations) of the tunnel entrance hood 1, and the central portion 12b is installed in the other areas. All of the plurality of side wall portions 12 are precast members, which are manufactured in advance and transported to the construction site for use.

端部部分１２ａにおいて、中央部分１２ｂと隣接する側の一方の端面には、高さ方向中央部近傍に凹部２５ａが形成されている。また、中央部分１２ｂの両側端面には、高さ方向中央部近傍に凹部２５ｂが形成されている。凹部２５ａと凹部２５ｂは高さ方向において隣接する凹部同士の位置が同じになるように形成され、側壁部分１２において、凹部２５ａと凹部２５ｂ、及び、２つの凹部２５ｂ同士が隣接して配置され、突き合わせることで、窓部２０が構成される。 In the end portion 12a, a concave portion 25a is formed near the central portion in the height direction on one end face adjacent to the central portion 12b. In addition, concave portions 25b are formed near the central portion in the height direction on both side end surfaces of the central portion 12b. The recesses 25a and the recesses 25b are formed so that the positions of adjacent recesses are the same in the height direction, and the recesses 25a and the recesses 25b and the two recesses 25b are arranged adjacent to each other in the side wall portion 12, A window portion 20 is formed by abutting them.

また、上述したように、複数の側壁部分１２には、それぞれの内部に複数の鉄筋３５が配設されている。図示していないが、これら複数の鉄筋３５には、当該鉄筋３５に巻き付くように拘束鉄筋が配設されるのが一般的である。そのため、側壁部分１２の構築においては、鉄筋が複雑且つ密に巻かれるため、鉄筋そのものの組み立てに加え、鉄筋かぶりや間隔の確保といった構造上の基準を守ることが困難である。
本実施の形態に係る側壁部分１２における鉄筋配設構成は、凹部２５ａや凹部２５ｂが形成され断面形状が一定ではないために、複雑且つ密であり、側壁部分１２の構築に関しては、他の部材に比べ多くの手間や工期を要する。即ち、現場打ち施工により側壁部分１２を構築すると、作業が煩雑化、且つ、構築期間の長期化が懸念され、性能の確保にも問題が生じる恐れがある。 Further, as described above, the plurality of reinforcing bars 35 are arranged inside each of the plurality of side wall portions 12 . Although not shown, generally, a restraining reinforcing bar is arranged around the plurality of reinforcing bars 35 so as to wrap around the reinforcing bars 35 . Therefore, in constructing the side wall portion 12, since the reinforcing bars are wound in a complicated and dense manner, it is difficult not only to assemble the reinforcing bars themselves but also to comply with structural standards such as covering the reinforcing bars and securing intervals.
The reinforcement arrangement structure in the side wall portion 12 according to the present embodiment is complicated and dense because the recesses 25a and 25b are formed and the cross-sectional shape is not uniform. It requires more time and labor than That is, if the side wall portion 12 is constructed by cast-in-place construction, the work becomes complicated, and there is concern that the construction period will be prolonged, and there is a possibility that problems will arise in ensuring performance.

そこで、本実施の形態に係るトンネル緩衝工１では、床版５と頂版６を現場打ちコンクリート部材とし、側壁部分１２をプレキャスト部材としている。側壁部分１２をプレキャスト部材とすることで、複雑な構成である鉄筋３５の配設や、凹部２５ａや凹部２５ｂといった所定の形状を備えた部材として予め製造しておくことができる。これにより、複雑な配筋に伴う工期・工程の遅れが無く、鉄筋かぶりを確保できないといった問題や、コンクリートの充填性不良といった問題も生じない。 Therefore, in the tunnel entrance hood 1 according to the present embodiment, the floor slab 5 and the top slab 6 are cast-in-place concrete members, and the side wall portions 12 are precast members. By using a precast member for the side wall portion 12, it is possible to arrange the reinforcing bars 35 having a complicated configuration and to manufacture the member in advance as a member having a predetermined shape such as the concave portion 25a and the concave portion 25b. As a result, there is no delay in the construction period or process associated with complicated bar arrangement, and problems such as the inability to secure the reinforcing bar cover and poor filling of concrete do not occur.

（作用効果）
以上、図１～図５を参照して説明したように構成されるトンネル緩衝工１によれば、床版５、上突出部５ａ、頂版６、下突出部６ａを現場打ちコンクリート部材で構成し、側壁部分１２をプレキャスト部材で構成している。トンネル緩衝工１が鉄筋コンクリート緩衝工である場合に、当該緩衝工を全てプレキャスト部材で構築するのではなく、現場打ち工法で最も手間の発生する部分にプレキャスト部材を用いることで、材料費の低減と工期短縮が実現される。具体的にプレキャスト部材を用いる部位は、トンネル緩衝工１の側壁部分１２である。この側壁部分１２に関しては、窓部２０を設けるために鉄筋の配筋仕様が複雑になることや、窓部２０を設けたことで部材断面が変化するため、断面ごとに型枠の変更やコンクリート打設量の調整、新旧コンクリートの内継ぎ目処理など、他の部位に比べ多くの手間が発生する。そこで、この側壁部分１２をプレキャスト化することで、現場での工数手間を省力化することができる。また、プレキャスト部材と現場打ちコンクリートとの継ぎ目位置は、特に地震時において緩衝工の耐力に影響の大きい塑性ヒンジ部を避けているため、構造上の安全性も確保される。 (Effect)
According to the tunnel entrance hood 1 constructed as explained above with reference to FIGS. The side wall portion 12 is made of a precast member. When the tunnel entrance hood 1 is a reinforced concrete entrance hood, instead of constructing the entrance hood entirely with precast members, precast members are used for the parts that require the most time and effort in the cast-in-place construction method, thereby reducing material costs. Construction period can be shortened. The part where the precast member is specifically used is the side wall part 12 of the tunnel entrance hood 1 . With respect to the side wall portion 12, since the reinforcing bar arrangement specifications are complicated due to the provision of the window 20, and the cross section of the member changes due to the provision of the window 20, the formwork must be changed for each cross section and the concrete Compared to other parts, more labor is required, such as adjusting the placement amount and processing the inner joints of new and old concrete. Therefore, by precasting the side wall portion 12, it is possible to save man-hours and labor at the site. In addition, since the joint position between the precast member and the cast-in-place concrete avoids the plastic hinge portion that greatly affects the yield strength of the entrance hood, especially during an earthquake, structural safety is ensured.

また、本実施の形態に係るトンネル緩衝工１においては、側壁１０に複数の窓部２０を設けるに際し、隣接して配置される側壁部分１２の端面に凹部（２５ａ、２５ｂ）を設け、それら凹部同士を突き合わせて窓部２０を構成している。図６は、本発明の窓部構成の対比に関する説明図であり、（ａ）が代表的な構成、（ｂ）が本発明に係る構成である。本発明において、側壁１０の一部（側壁部分１２）をプレキャスト化するに当たっては、図６（ａ）に示すように、単一部材の略中央に空洞をあけ、窓部２０を構成するといった事も考えられる。一方、図６（ｂ）に示すように、本発明に係る構成では、隣接する２つの部材（側壁部分１２）の境界部において凹部を突き合わせることで窓部２０を構成している。 Further, in the tunnel entrance hood 1 according to the present embodiment, when providing the plurality of windows 20 in the sidewall 10, recesses (25a, 25b) are provided in the end faces of the adjacent sidewall portions 12, and the recesses (25a, 25b) are provided. The windows 20 are configured by abutting each other. 6A and 6B are explanatory diagrams relating to a comparison of the window structure of the present invention, in which FIG. 6A is a typical structure and FIG. 6B is a structure according to the present invention. In the present invention, when precasting a part of the side wall 10 (side wall portion 12), as shown in FIG. is also conceivable. On the other hand, as shown in FIG. 6B, in the configuration according to the present invention, the window portion 20 is formed by abutting the concave portions at the boundary portion between two adjacent members (side wall portions 12).

仮に、図６のように、同じ寸法形状の側壁部分（寸法：横Ｌ１×縦Ｌ２）を用い、同じ大きさの窓部２０を設ける場合を考えると、窓部２０を設けた箇所での部材残存断面は、（ａ）の構成で幅Ｌ３、（ｂ）の本発明構成で幅Ｌ４となり、Ｌ３＜Ｌ４との関係となる。即ち、側壁部材単体で見た場合に、窓部２０を設けた箇所での部材残存断面の強度（曲げやねじれ等の外力に対する強度）が、（ｂ）の本発明構成の方が高いものと推定される。 Assuming that a side wall portion having the same size and shape (dimensions: width L1×length L2) is used and a window portion 20 having the same size is provided as shown in FIG. The remaining cross section has a width L3 in the configuration of (a) and a width L4 in the configuration of the present invention of (b), and the relationship is L3<L4. That is, when viewed as a single side wall member, the strength (strength against external forces such as bending and twisting) of the remaining cross section of the member at the location where the window portion 20 is provided is higher in the configuration of the present invention of (b). Presumed.

図６（ａ）に示すように、プレキャスト部材の中央に窓部２０を設けた場合、負荷を両側の幅Ｌ３のピラー（支柱部）で分担して受けることになる。例えば、頂版重量といった静荷重を均等に受ける場合は、図６（ｂ）のようにプレキャスト部材の両端に凹部を有して中央の幅Ｌ４のピラーで前記静荷重を受ける場合と、図６（ａ）のような場合とは、負荷される応力は同じである。しかしながら、地震時などのように負荷変動が激しく、揺れによる曲げ、捻じれなどの負荷が同時にかかる場合には、図６（ａ）のような場合、両側のピラーに不均等に負荷がかかり、より大きな負荷を受けた一方のピラーが先に破断すれば、残る他方のピラーに更なる負荷がかかり破断することになる。この点、図６（ｂ）に示す構成では、負荷が偏るのを防ぐことができ、部材本来の強度を保つことができる。 As shown in FIG. 6(a), when the window 20 is provided in the center of the precast member, the load is shared and received by the pillars (struts) having a width L3 on both sides. For example, when the static load such as the weight of the top slab is uniformly received, the case where the precast member has recesses at both ends as shown in FIG. The applied stress is the same as in the case of (a). However, when the load fluctuates greatly, such as during an earthquake, and loads such as bending and twisting due to shaking are applied simultaneously, in the case shown in FIG. If one of the pillars receives a larger load and breaks first, the remaining pillar will receive a further load and break. In this regard, in the configuration shown in FIG. 6B, it is possible to prevent the load from becoming unbalanced and maintain the original strength of the member.

即ち、プレキャスト部材として側壁部分１２を部材単体としてみた場合に、本実施の形態に係る構成を採用し、隣接して配置される側壁部分１２の端面の凹部を突き合わせて窓部２０を設けることで、従来に比べ部材強度を向上させることができ、これにより、トンネル緩衝工１の耐力や安全性を向上させることができる。 That is, when the side wall portion 12 is viewed as a single member as a precast member, by adopting the configuration according to the present embodiment and providing the window portion 20 by abutting the concave portions of the end faces of the side wall portions 12 arranged adjacent to each other. , the strength of the member can be improved compared to the conventional one, and thereby the yield strength and safety of the tunnel entrance hood 1 can be improved.

更には、本実施の形態に係るトンネル緩衝工１の構築にあたり、上突出部５ａと側壁部分１２を連結させて側壁１０を構築する場合に、図４に示すようにスリーブ式鉄筋継手構造５０を用いている。このような連結手段を用いて床版５の鉄筋３０と側壁１０の鉄筋３５を強固に連結させることで、効率的に安全性の高いトンネル緩衝工１を構築させることができる。 Furthermore, in constructing the tunnel entrance hood 1 according to the present embodiment, when constructing the side wall 10 by connecting the upper projecting portion 5a and the side wall portion 12, as shown in FIG. I am using By firmly connecting the reinforcing bars 30 of the floor slab 5 and the reinforcing bars 35 of the side walls 10 using such connecting means, the tunnel entrance hood 1 with high safety can be constructed efficiently.

以上、本発明の実施の形態の一例を説明したが、本発明は図示の形態に限定されない。当業者であれば、特許請求の範囲に記載された思想の範疇内において、各種の変形例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。 Although an example of the embodiment of the present invention has been described above, the present invention is not limited to the illustrated form. It is obvious that a person skilled in the art can conceive various modifications or modifications within the scope of the idea described in the claims, and these naturally belong to the technical scope of the present invention. understood as a thing.

例えば、上記実施の形態では、複数の側壁部分１２のそれぞれにおいて、高さ方向中央部近傍に凹部（２５ａ、２５ｂ）が形成され、それに伴い、側壁１０の高さ方向中央部近傍に窓部２０が設けられる場合について説明したが、窓部２０を設ける位置はこれに限定されるものではない。具体的には、側壁部分１２の下端部や上端部に凹部を設けても良い。その場合、側壁部分１２の角部（コーナー部）に切欠きを形成するような構成になり、トンネル緩衝工１の側壁１０の上部や下部に窓部２０が設けられることになる。 For example, in the above-described embodiment, recesses (25a, 25b) are formed in the vicinity of the central portion in the height direction in each of the plurality of side wall portions 12, and along with this, the window portion 20 is formed in the vicinity of the central portion in the height direction of the side wall 10. Although the case where is provided has been described, the position where the window 20 is provided is not limited to this. Specifically, recesses may be provided at the lower end and upper end of the side wall portion 12 . In that case, a notch is formed at the corner of the side wall portion 12 , and windows 20 are provided in the upper and lower portions of the side wall 10 of the tunnel entrance hood 1 .

本発明は、プレキャスト部材を用いたトンネル緩衝工及びその構築方法に適用できる。 INDUSTRIAL APPLICABILITY The present invention can be applied to tunnel entrance hoods using precast members and construction methods thereof.

１…トンネル緩衝工
５…床版
５ａ…上突出部
６…頂版
６ａ…下突出部
１０（１０ａ、１０ｂ）…側壁
１２…側壁部分
２０…窓部
２５ａ、２５ｂ…凹部
３０、３５…鉄筋
５０…スリーブ式鉄筋継手機構
５１…スリーブ
５２…突起
５５…注入口
５６…排出口
Ｕ…継時性硬化材量 DESCRIPTION OF SYMBOLS 1... Tunnel entrance hood 5... Floor slab 5a... Upper protrusion 6... Top plate 6a... Lower protrusion 10 (10a, 10b)... Side wall 12... Side wall part 20... Window part 25a, 25b... Recess 30, 35... Reinforcing bar 50 ... Sleeve type reinforcing bar joint mechanism 51 ... Sleeve 52 ... Protrusion 55 ... Injection port 56 ... Discharge port U ... Temporal hardening material amount

Claims (4)

トンネル坑口に設置されるトンネル緩衝工であって、
前記トンネル緩衝工の底面を構成し、地盤に敷設される床版と、
前記トンネル緩衝工の天井面を構成する頂版と、
前記床版と前記頂版との間の空間側方の両側に構築される側壁と、を備え、
前記床版には、当該床版の幅方向両側において上方に向かって延びる上突出部が当該床版と一体的に設けられ、
前記頂版には、当該頂版の幅方向両側において下方に向かって延びる下突出部が当該頂版と一体的に設けられ、
前記側壁は、前記上突出部、前記下突出部、及びプレキャスト部材である複数の側壁部分から構成され、
当該側壁には開口部としての複数の窓部が長手方向に並列的に設けられることを特徴とする、トンネル緩衝工。 A tunnel entrance hood installed at a tunnel portal,
a floor slab that constitutes the bottom surface of the tunnel entrance hood and is laid on the ground;
a top plate that constitutes the ceiling surface of the tunnel entrance hood;
side walls constructed on both sides of the space between the floor slab and the top slab,
The floor slab is provided integrally with the floor slab with upper protrusions extending upward on both sides in the width direction of the floor slab,
The top plate is provided with lower protruding portions extending downward on both sides in the width direction of the top plate integrally with the top plate,
the sidewall is composed of the upper protrusion, the lower protrusion, and a plurality of sidewall portions that are precast members;
A tunnel entrance hood, wherein a plurality of windows as openings are provided in parallel in the longitudinal direction of the side wall. 前記複数の側壁部分には、当該側壁部分の一方又は両方の側端面において凹部が形成され、
隣接する側壁部分の前記凹部同士を突き合わせて前記窓部が構成されることを特徴とする、請求項１に記載のトンネル緩衝工。 recesses are formed in one or both side end surfaces of the plurality of side wall portions;
2. The tunnel entrance hood according to claim 1, wherein said window portion is formed by abutting said recesses of adjacent side wall portions. 前記床版と一体的に設けられる上突出部と、前記側壁部分の下端とは、当該側壁部分の下部に埋設されるスリーブ式鉄筋継手機構により連結され、
前記側壁部分と、前記頂版と一体的に設けられる下突出部とは、前記側壁部分の上端に突出する鉄筋を当該下突出部を構成する現場打ちコンクリート内に埋設させることで連結されることを特徴とする、請求項１又は２に記載のトンネル緩衝工。 The upper protruding part provided integrally with the floor slab and the lower end of the side wall part are connected by a sleeve-type reinforcing bar joint mechanism embedded in the lower part of the side wall part,
The side wall portion and the lower protruding portion provided integrally with the top slab are connected by embedding a reinforcing bar protruding from the upper end of the side wall portion in the cast-in-place concrete forming the lower protruding portion. 3. The tunnel entrance hood according to claim 1 or 2, characterized by: 請求項１～３のいずれか一項に記載のトンネル緩衝工の構築方法であって、
前記床版及び前記上突出部を地盤上に現場打ちコンクリートにより一体的に構築する床版構築工程と、
プレキャスト部材である前記複数の側壁部分を前記上突出部の上部に連結させると共に、当該側壁部分の上部に現場打ちコンクリートとして前記下突出部を連結させて前記側壁を構築する側壁構築工程と、
前記頂版及び前記下突出部を現場打ちコンクリートにより一体的に構築する頂版構築工程と、を有することを特徴とする、トンネル緩衝工の構築方法。 A method for constructing a tunnel entrance hood according to any one of claims 1 to 3,
a floor slab construction step of integrally constructing the floor slab and the upper protruding portion on the ground with cast-in-place concrete;
a side wall building step of connecting the plurality of side wall portions, which are precast members, to the upper portion of the upper protrusion, and connecting the lower protrusion as cast-in-place concrete to the upper portion of the side wall portion to construct the side wall;
A method of constructing a tunnel entrance hood, comprising: a top slab construction step of integrally constructing the top slab and the lower projecting portion with cast-in-place concrete.
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JP3072222U (en) 2000-04-03 2000-10-06 株式会社フジタ Connection structure of precast concrete members
WO2009057852A1 (en) 2007-10-31 2009-05-07 Korea Railroad Research Institute High-speed railway tunnel hood for reducing micro-pressure waves
JP2012225010A (en) 2011-04-18 2012-11-15 Railway Technical Research Institute Soundproof device
KR101343871B1 (en) 2013-03-25 2013-12-24 이호석 Hood for reducing a micro-pressure wave on high-speed railway tunnel using precast structure and construction method thereof
JP2016003531A (en) 2014-06-19 2016-01-12 ジオスター株式会社 Box culvert
JP2016003530A (en) 2014-06-19 2016-01-12 ジオスター株式会社 Buried form for floor slab

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JPS5532955Y2 (en) * 1975-12-12 1980-08-05

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Publication number Priority date Publication date Assignee Title
JP3072222U (en) 2000-04-03 2000-10-06 株式会社フジタ Connection structure of precast concrete members
WO2009057852A1 (en) 2007-10-31 2009-05-07 Korea Railroad Research Institute High-speed railway tunnel hood for reducing micro-pressure waves
JP2012225010A (en) 2011-04-18 2012-11-15 Railway Technical Research Institute Soundproof device
KR101343871B1 (en) 2013-03-25 2013-12-24 이호석 Hood for reducing a micro-pressure wave on high-speed railway tunnel using precast structure and construction method thereof
JP2016003531A (en) 2014-06-19 2016-01-12 ジオスター株式会社 Box culvert
JP2016003530A (en) 2014-06-19 2016-01-12 ジオスター株式会社 Buried form for floor slab

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