WO2023248354A1 - Reinforcement method for underground buried structure - Google Patents

Reinforcement method for underground buried structure Download PDF

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Publication number
WO2023248354A1
WO2023248354A1 PCT/JP2022/024749 JP2022024749W WO2023248354A1 WO 2023248354 A1 WO2023248354 A1 WO 2023248354A1 JP 2022024749 W JP2022024749 W JP 2022024749W WO 2023248354 A1 WO2023248354 A1 WO 2023248354A1
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Prior art keywords
support member
underground structure
ground
underground
reinforcing
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PCT/JP2022/024749
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French (fr)
Japanese (ja)
Inventor
亮 田中
潤一郎 玉松
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日本電信電話株式会社
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Priority to PCT/JP2022/024749 priority Critical patent/WO2023248354A1/en
Publication of WO2023248354A1 publication Critical patent/WO2023248354A1/en

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/12—Manhole shafts; Other inspection or access chambers; Accessories therefor
    • E02D29/14—Covers for manholes or the like; Frames for covers
    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F5/00—Sewerage structures
    • E03F5/04—Gullies inlets, road sinks, floor drains with or without odour seals or sediment traps

Definitions

  • the present disclosure relates to a method for reinforcing underground structures.
  • Patent Document 1 describes a method of drilling holes in each part of a concrete structure and inserting reinforcing members into the drilled holes.
  • Patent Documents 2 and 3 describe a method of excavating a side wall buried underground at multiple locations, constructing a formwork, and pouring concrete.
  • Patent Document 4 describes a method of excavating the entire side surface of a relatively large underground structure, building a formwork, and pouring concrete.
  • an object of the present disclosure is to provide a reinforcing method for reinforcing an underground structure to which a superstructure is attached in a short period of time.
  • a method for reinforcing an underground structure is a method for reinforcing an underground structure that is buried in the ground and has a superstructure attached thereto, the method comprising: 1 a removal step of removing the superstructure; an excavation step of excavating the ground above the side of the underground structure; and placing a support member above the side of the underground structure. and an attaching step of attaching a second superstructure onto the support member.
  • an underground structure to which an upper structure is attached can be reinforced in a short period of time.
  • FIG. 2 is a cross-sectional view showing a structure before reinforcement of an underground structure reinforced by a reinforcement method according to an embodiment of the present disclosure.
  • FIG. 2 is a cross-sectional view showing a reinforced structure of an underground structure reinforced by a reinforcement method according to an embodiment of the present disclosure.
  • FIG. 3 is a cross-sectional view showing a state after a removal step of the reinforcing method according to an embodiment of the present disclosure.
  • FIG. 3 is a cross-sectional view showing a state after an excavation step of the reinforcing method according to an embodiment of the present disclosure.
  • FIG. 3 is a cross-sectional view showing a state after an installation step of the reinforcing method according to an embodiment of the present disclosure.
  • 3 is a flowchart illustrating an example of a reinforcing method according to an embodiment of the present disclosure.
  • FIG. 1 is a sectional view of an underground structure 20 to which a superstructure 10 is attached.
  • the underground structure 20 is an underground structure before being reinforced by the reinforcement method according to an embodiment of the present disclosure.
  • the upper structure 10 and the underground structure 20 are buried in the ground 1000.
  • the upper structure 10 may include a lid 11, a receiving frame 12, a neck ring (building block) 13, and an anchor bolt 14.
  • the lid 11 may have a rectangular shape when viewed from above when attached to the underground structure 20.
  • the lid 11 may have a circular shape or another shape when viewed from above when attached to the underground structure 20.
  • a flange 11f may be formed on the outer edge of the lid 11.
  • the thickness of the flange 11f may be thinner than that of the portion of the lid 11 other than the flange 11f.
  • the thickness of the portion of the lid 11 other than the flange 11f may be thinner at the center and thicker toward the outside in the in-plane direction.
  • the lid 11 may be exposed to the ground surface.
  • the lid 11 may be made of iron.
  • the height h1 of the lid 11 may be, for example, 13 cm.
  • the receiving frame 12 may have a shape that receives the lid 11.
  • the receiving frame 12 may include a rectangular ring-shaped receiving part 12r that receives the lid 11, and a protruding part 12 1958 that projects from the receiving part 12r at the outer edge of the receiving frame 12.
  • the receiving frame 12 may be made of iron.
  • the neck ring (second support member) 13 may have a rectangular ring shape when viewed from above.
  • the upper structure (first upper structure) 10 may include two neck rings 13.
  • the number of neck rings 13 may be determined depending on the installation environment. Specifically, in a configuration in which the underground structure 20 is buried deep, the number of neck rings 13 may be increased.
  • the neck ring 13 may be constructed of concrete.
  • the height h2 of one neck ring 13 may be, for example, 7 cm.
  • the neck rings 13 may have different dimensions.
  • the anchor bolt 14 may be inserted through the receiving frame 12 and the two neck rings 13 to connect them.
  • Anchor bolt 14 may be constructed of iron.
  • a cap 15 may be attached to the anchor bolt 14.
  • the receiving frame 12 and neck ring 13 may be bonded together with mortar or the like.
  • the two neck rings 13 may be bonded together using an adhesive or the like.
  • the adhesive may be an epoxy resin adhesive.
  • the underground structure 20 may have a hollow rectangular parallelepiped shape.
  • the underground structure 20 may include a side wall 21 and a lower slab 22. Instead of these configurations, the underground structure 20 may have a cylindrical shape.
  • the underground structure 20 may have an opening 20 Kab at the top. Wiring and the like may pass through the inside of the underground structure 20.
  • the underground structure 20 may be a handhole.
  • the underground structure 20 is buried in the ground 1000.
  • the side wall 21 and the lower floor slab 22 may have a flat plate shape.
  • the top surface of the side wall 21 and the bottom surface of the upper structure 10 (for example, the neck ring 13) may be bonded with an adhesive or the like.
  • the thickness t of the side wall 21 and the thickness of the lower floor slab 22 are, for example, 10 cm.
  • the height h of the side wall 21 may be, for example, 60 cm to 185 cm.
  • FIG. 2 is a sectional view of the reinforced underground structure 120 to which the superstructure 110 (second superstructure) is attached.
  • a reinforced underground structure 120 may be formed by applying a reinforcing method according to an embodiment of the present disclosure to the underground structure 20 of FIG. 1 .
  • the same configuration as the superstructure 10 or the underground structure 20 will not be explained again, but a different configuration from the superstructure 10 or the underground structure 20 will be explained.
  • the dimensions of the lid 111 may be larger than the dimensions of the lid 11 in FIG.
  • the dimensions of the lid 111 viewed from above may be larger than the dimensions of the lid 11 in FIG.
  • the lid 111 may be the same member as the lid 11.
  • the dimensions of the receiving frame 112 may be larger than the dimensions of the receiving frame 12 in FIG.
  • the dimensions of the receiving frame 112 viewed from above may be larger than the dimensions of the receiving frame 12.
  • a receiving frame 112 having a width larger than that of the receiving frame 12 may be formed.
  • the cross-sectional shape of the receiving frame 112 may be such that the side surface is inclined outward with respect to the normal to the main surface.
  • the reinforced underground structure 120 does not need to include the neck ring 113.
  • the reinforced underground structure 120 further includes a support member (first support member) 123.
  • Support member 123 supports upper structure 110. Thereby, the support member 123 can reduce the load that the upper structure 110 applies to the side wall 21 of the reinforced underground structure 120.
  • the support member 123 may have a rectangular ring shape.
  • the superstructure 110 may be fixed onto the support member 123. Specifically, the bottom surface of the upper structure 110 may be bonded to the top surface of the support member 123 using an adhesive or the like.
  • the thickness ts2 of the support member 123 it is preferable to determine the thickness ts2 of the support member 123 so that the support member 123 does not sink to the ground 1000 due to the load that the support member 123 receives from the superstructure 110.
  • the pressure that the support member 123 applies to the ground 1000 can be dispersed.
  • the thickness ts2 may be larger than the thickness ts1 (see FIG. 1) of the neck ring (second support member) 13 of the upper structure 10.
  • the thickness ts2 may be, for example, twice or more the thickness ts1 of the neck ring 13.
  • the thickness here refers to wall thickness.
  • the thickness ts2 is, for example, 20 cm.
  • the height h' of the support member 123 may be equal to the sum of the heights of the one or more neck rings 13.
  • the height h' of the support member 123 may be, for example, 7 cm to 14 cm.
  • the support member 123 may be made of resin, concrete, mortar, or the like. Support member 123 may be constructed from a high strength or early strength material.
  • the superstructure 110 may rest on the support member 123.
  • the upper structure 110 may not rest on the side wall 21 but only on the support member 123.
  • the superstructure 110 may rest on the side wall 21 and on the support member 123.
  • the bottom surface of the upper structure 110 is not flat, and the top surface may rest on both the side wall 21 and the support member 123 with different depths.
  • FIG. 4 is a flowchart illustrating an example of a reinforcing method according to an embodiment of the present disclosure.
  • step S10 the upper structure 10 (see FIG. 1) is removed from the underground structure 20.
  • Structure 10 may be removed. More specifically, the upper structure 10 may be removed after the upper surface of the side wall 21 and the lowermost neck ring 13 have been separated. Drills, jackhammers, etc. may be used for separation.
  • the anchor bolt 14 may be removed from the receiving frame 12 and the two neck rings 13, and the receiving frame 12 and the two neck rings 13 may be separated before or after separation.
  • step S10 the ground 1000 on the sides of the superstructure 10 may be removed.
  • the underground structure 20 and the bottom surface of the upper structure 10 can be easily separated or removed, and the time required for step S20, which will be described later, can be shortened.
  • step S20 the ground 1000 above the side of the underground structure 20 is excavated.
  • the ground 1000 outside and above the four side walls 21 of the underground structure 20 has an excavation width w perpendicular to the side walls 21, and the installation depth of the support member 123 (from the surface of the ground 1000, in step S30 described later).
  • the depth) d may be excavated to the lower end of the supporting member 123 to be installed.
  • the average depth across the stepped surface 124, which will be described later, may be less than or equal to the installation depth d of the support member 123. Only the ground 1000 outside and above three or less side walls 21 of the underground structure 20 may be excavated.
  • the excavation width w may be equal to the thickness ts2 of the support member 123.
  • the ground 1000 having a width w into which the support member 123 can be inserted may be excavated.
  • the excavation width w may be wider (for example, by 5 cm) than the thickness ts1 of the support member 123.
  • the installation depth d may be equal to the depth of the top surface of the underground structure 20.
  • the ground 1000 may be excavated to the same depth as the top of the underground structure 20 (to the same depth as the top surface of the side wall 21).
  • the installation depth d may be, for example, 20 cm to 27 cm.
  • the reinforced underground structure 120 is The underground structure 20 can be reinforced in a shorter period of time while having sufficient strength.
  • a stepped portion 124 is formed in the ground 1000. Gravel may be laid on the stepped portion 124. The stepped portion 124 may be compacted using a rolling press or the like.
  • step S30 the support member 123 is placed above the side of the underground structure 20.
  • a rectangular ring-shaped support member 123 may be installed outside and above each of the four side walls 21 of the underground structure 20.
  • the support member 123 may be a pre-hardened concrete wall.
  • the support member 123 may be formed by solidifying concrete on the stepped portion 124.
  • step S40 the upper structure 110 is attached onto the support member 123.
  • the superstructure 110 may in particular be mounted on the support member 123 only. With this configuration, the load applied to the deteriorated underground structure 20 is further reduced. Therefore, a higher reinforcing effect can be obtained, and the safety of the reinforced underground structure 120 can be improved.
  • an adhesive may be applied onto the support member 123, and then the upper structure 110 may be placed on the support member 123. More specifically, mortar may be applied to the upper surface of the support member 123, and then the receiving frame 112 may be placed on the support member 123.
  • the anchor bolt 14 may be inserted into the receiving frame 112 and the supporting member 123 to connect the receiving frame 112 and the supporting member 123.
  • a lid 111 may be placed on the receiving frame 112.
  • ground 1000 may be refilled on the sides of the superstructure 110.
  • a method for reinforcing an underground structure buried in the ground and having a superstructure attached comprising: a removal step of removing the first superstructure from the underground structure; an excavation step of excavating the ground above the side of the underground structure; an installation step of arranging a support member above the side of the underground structure; attaching a second superstructure onto the support member;
  • the support member is a first support member
  • the first superstructure includes a second support member capable of contacting the underground structure,
  • the reinforcing method according to Supplementary Note 1 or 2 wherein the first support member is thicker than the second support member.

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  • Mining & Mineral Resources (AREA)
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Abstract

Provided is a reinforcement method for an underground buried structure that is buried in the ground 1000 and has an upper structure attached thereto, the reinforcement method including: a detachment step in which a first upper structure is detached from the underground buried structure; an excavation step in which the ground above a side section of the underground buried structure is excavated; an installation step in which a support member 123 is arranged above the side section of the underground buried structure 120; and an attachment step in which a second upper structure 110 is attached on the support member 123.

Description

地中埋設型構造物の補強方法Reinforcement method for underground structures
　本開示は、地中埋設型構造物の補強方法に関するものである。 The present disclosure relates to a method for reinforcing underground structures.
　外部環境に曝される設備は経年劣化する。地中に埋設されたコンクリート構造物も例外ではない。 Equipment exposed to the external environment deteriorates over time. Concrete structures buried underground are no exception.
　地中に埋設されたコンクリート構造物の補強方法が知られている。特許文献１には、コンクリート構造物の各部位に穿孔し、穿孔した穴に補強部材を挿入する方法が記載されている。特許文献２及び３には、地中に埋設された側壁について複数箇所を掘削し、型枠を組み、コンクリートを打設する方法が記載されている。特許文献４には、比較的大型の地中構造物について側面全周を掘削し、型枠を組み、コンクリートを打設する方法が記載されている。 A method of reinforcing concrete structures buried underground is known. Patent Document 1 describes a method of drilling holes in each part of a concrete structure and inserting reinforcing members into the drilled holes. Patent Documents 2 and 3 describe a method of excavating a side wall buried underground at multiple locations, constructing a formwork, and pouring concrete. Patent Document 4 describes a method of excavating the entire side surface of a relatively large underground structure, building a formwork, and pouring concrete.
特開２０１７－８５７０号公報Unexamined Japanese Patent Publication No. 2017-8570 特開２０１５－２１２９０号公報Japanese Patent Application Publication No. 2015-21290 特開２０１５－２１２９３号公報JP 2015-21293 Publication 特開２００９－１３６６０号公報Japanese Patent Application Publication No. 2009-13660
　既知の方法では、上部構造物が取付けられている地中埋設型構造物を短期間で補強することが困難であった。 With known methods, it has been difficult to reinforce underground structures to which superstructures are attached in a short period of time.
　そこで本開示は、上部構造物が取付けられている地中埋設型構造物を短期間で補強する補強方法を提供することを目的とする。 Therefore, an object of the present disclosure is to provide a reinforcing method for reinforcing an underground structure to which a superstructure is attached in a short period of time.
　一実施形態に係る地中埋設型構造物の補強方法は、地盤に埋設され上部構造物が取付けられている地中埋設型構造物の補強方法であって、地中埋設型構造物から、第１上部構造物を取外す取外ステップと、前記地中埋設型構造物の側部上方の前記地盤を掘削する掘削ステップと、支持部材を前記地中埋設型構造物の前記側部上方に配置する設置ステップと、前記支持部材の上に第２上部構造物を取付ける取付ステップと、を含む。 A method for reinforcing an underground structure according to an embodiment is a method for reinforcing an underground structure that is buried in the ground and has a superstructure attached thereto, the method comprising: 1 a removal step of removing the superstructure; an excavation step of excavating the ground above the side of the underground structure; and placing a support member above the side of the underground structure. and an attaching step of attaching a second superstructure onto the support member.
　本開示に係る地中埋設型構造物の補強方法によれば、上部構造物が取付けられている地中埋設型構造物を短期間で補強することができる。 According to the method for reinforcing an underground structure according to the present disclosure, an underground structure to which an upper structure is attached can be reinforced in a short period of time.
本開示の一実施形態に係る補強方法で補強する地中埋設型構造物について、補強前の構造を示す断面図である。FIG. 2 is a cross-sectional view showing a structure before reinforcement of an underground structure reinforced by a reinforcement method according to an embodiment of the present disclosure. 本開示の一実施形態に係る補強方法で補強する地中埋設型構造物について、補強後の構造を示す断面図である。FIG. 2 is a cross-sectional view showing a reinforced structure of an underground structure reinforced by a reinforcement method according to an embodiment of the present disclosure. 本開示の一実施形態に係る補強方法の取外ステップ後の状態を示す断面図である。FIG. 3 is a cross-sectional view showing a state after a removal step of the reinforcing method according to an embodiment of the present disclosure. 本開示の一実施形態に係る補強方法の掘削ステップ後の状態を示す断面図である。FIG. 3 is a cross-sectional view showing a state after an excavation step of the reinforcing method according to an embodiment of the present disclosure. 本開示の一実施形態に係る補強方法の設置ステップ後の状態を示す断面図である。FIG. 3 is a cross-sectional view showing a state after an installation step of the reinforcing method according to an embodiment of the present disclosure. 本開示の一実施形態に係る補強方法の一例を示すフローチャートである。3 is a flowchart illustrating an example of a reinforcing method according to an embodiment of the present disclosure.
　以下、本開示の一実施形態に係る地中埋設型構造物の補強方法が、図面を参照して説明される。 Hereinafter, a method for reinforcing an underground structure according to an embodiment of the present disclosure will be described with reference to the drawings.
（補強前の地中埋設型構造物）
　図１は、上部構造物１０が取付けられている地中埋設型構造物２０の断面図である。地中埋設型構造物２０は、本開示の一実施形態に係る補強方法で補強される前の地中埋設型構造物である。上部構造物１０及び地中埋設型構造物２０は、地盤１０００に埋設される。 (Underground structure before reinforcement)
FIG. 1 is a sectional view of an underground structure 20 to which a superstructure 10 is attached. The underground structure 20 is an underground structure before being reinforced by the reinforcement method according to an embodiment of the present disclosure. The upper structure 10 and the underground structure 20 are buried in the ground 1000.
　上部構造物１０は、蓋１１と受枠１２と首部リング（築造ブロック）１３とアンカーボルト１４とを備えてよい。 The upper structure 10 may include a lid 11, a receiving frame 12, a neck ring (building block) 13, and an anchor bolt 14.
　蓋１１は、地中埋設型構造物２０に取付けられた状態で、上方から見て長方形状であってよい。蓋１１は、地中埋設型構造物２０に取付けられた状態で、上方から見て円形状又は他の形状であってもよい。蓋１１の外縁にはフランジ１１ｆが形成されてよい。フランジ１１ｆでは厚さが、蓋１１のフランジ１１ｆ以外の部分より薄くなってよい。蓋１１のフランジ１１ｆ以外の部分の厚さは、中央部で薄く、面内方向外側に向けて厚くなってよい。蓋１１は、地表に露出してよい。蓋１１は鉄で構成されてよい。蓋１１の高さｈ１は、例えば１３ｃｍであってよい。 The lid 11 may have a rectangular shape when viewed from above when attached to the underground structure 20. The lid 11 may have a circular shape or another shape when viewed from above when attached to the underground structure 20. A flange 11f may be formed on the outer edge of the lid 11. The thickness of the flange 11f may be thinner than that of the portion of the lid 11 other than the flange 11f. The thickness of the portion of the lid 11 other than the flange 11f may be thinner at the center and thicker toward the outside in the in-plane direction. The lid 11 may be exposed to the ground surface. The lid 11 may be made of iron. The height h1 of the lid 11 may be, for example, 13 cm.
　受枠１２は蓋１１を受ける形状であってよい。受枠１２は、蓋１１を受ける矩形リング状の受け部１２ｒと、受枠１２の外縁で受け部１２ｒから突出する突出部１２оとを含んでよい。受枠１２は鉄で構成されてよい。 The receiving frame 12 may have a shape that receives the lid 11. The receiving frame 12 may include a rectangular ring-shaped receiving part 12r that receives the lid 11, and a protruding part 12о that projects from the receiving part 12r at the outer edge of the receiving frame 12. The receiving frame 12 may be made of iron.
　首部リング（第２支持部材）１３は、上方から見て矩形リング状であってよい。上部構造物（第１上部構造物）１０は、首部リング１３を２枚備えてよい。首部リング１３の枚数は、設置環境によって決定されてよい。具体的に、地中埋設型構造物２０の埋設深度が深い構成では、首部リング１３の枚数が増えてよい。首部リング１３はコンクリートで構成されてよい。１枚の首部リング１３の高さｈ２は、例えば７ｃｍであってよい。上部構造物１０が複数枚の首部リング１３を備える構成では、首部リング１３の寸法が互いに異なっていてもよい。 The neck ring (second support member) 13 may have a rectangular ring shape when viewed from above. The upper structure (first upper structure) 10 may include two neck rings 13. The number of neck rings 13 may be determined depending on the installation environment. Specifically, in a configuration in which the underground structure 20 is buried deep, the number of neck rings 13 may be increased. The neck ring 13 may be constructed of concrete. The height h2 of one neck ring 13 may be, for example, 7 cm. In a configuration in which the upper structure 10 includes a plurality of neck rings 13, the neck rings 13 may have different dimensions.
　アンカーボルト１４は、受枠１２及び２つの首部リング１３を挿通して連結してよい。アンカーボルト１４は鉄で構成されてよい。アンカーボルト１４にはキャップ１５が取付けられてよい。 The anchor bolt 14 may be inserted through the receiving frame 12 and the two neck rings 13 to connect them. Anchor bolt 14 may be constructed of iron. A cap 15 may be attached to the anchor bolt 14.
　受枠１２と首部リング１３とはモルタル等で接着されてよい。２つの首部リング１３の間は接着剤等で接着されてよい。当該接着剤はエポキシ樹脂系接着剤であってよい。 The receiving frame 12 and neck ring 13 may be bonded together with mortar or the like. The two neck rings 13 may be bonded together using an adhesive or the like. The adhesive may be an epoxy resin adhesive.
　地中埋設型構造物２０は、中空の直方体状であってよい。地中埋設型構造物２０は、側壁２１と下床版２２とを備えてよい。これらの構成に代えて、地中埋設型構造物２０は、円筒状であってよい。地中埋設型構造物２０は、上部に開口部２０оを有してよい。配線等が地中埋設型構造物２０の内部を通ってよい。地中埋設型構造物２０は、ハンドホールであってよい。地中埋設型構造物２０は、地盤１０００に埋設されている。 The underground structure 20 may have a hollow rectangular parallelepiped shape. The underground structure 20 may include a side wall 21 and a lower slab 22. Instead of these configurations, the underground structure 20 may have a cylindrical shape. The underground structure 20 may have an opening 20о at the top. Wiring and the like may pass through the inside of the underground structure 20. The underground structure 20 may be a handhole. The underground structure 20 is buried in the ground 1000.
　側壁２１及び下床版２２は、平板状であってよい。側壁２１の上面と上部構造物１０（例えば首部リング１３）の底面とは、接着剤等で接着されてよい。側壁２１の厚さｔ及び下床版２２の厚さは、例えば１０ｃｍである。側壁２１の高さｈは、例えば、６０ｃｍ～１８５ｃｍであってよい。 The side wall 21 and the lower floor slab 22 may have a flat plate shape. The top surface of the side wall 21 and the bottom surface of the upper structure 10 (for example, the neck ring 13) may be bonded with an adhesive or the like. The thickness t of the side wall 21 and the thickness of the lower floor slab 22 are, for example, 10 cm. The height h of the side wall 21 may be, for example, 60 cm to 185 cm.
（補強後の地中埋設型構造物）
　図２は、上部構造物１１０（第２上部構造物）が取付けられている補強地中埋設型構造物１２０の断面図である。図１の地中埋設型構造物２０に本開示の一実施形態に係る補強方法を適用して、補強地中埋設型構造物１２０が形成されてよい。以下、上部構造物１０又は地中埋設型構造物２０と同じ構成は再度説明されず、上部構造物１０又は地中埋設型構造物２０とは異なる構成が説明される。 (Underground structure after reinforcement)
FIG. 2 is a sectional view of the reinforced underground structure 120 to which the superstructure 110 (second superstructure) is attached. A reinforced underground structure 120 may be formed by applying a reinforcing method according to an embodiment of the present disclosure to the underground structure 20 of FIG. 1 . Hereinafter, the same configuration as the superstructure 10 or the underground structure 20 will not be explained again, but a different configuration from the superstructure 10 or the underground structure 20 will be explained.
　蓋１１１の寸法は、図１の蓋１１の寸法よりも大きくてよい。蓋１１１を上面から見た寸法が、図１の蓋１１の寸法よりも大きくてよい。これらの構成に代えて、蓋１１１は、蓋１１と同一の部材であってもよい。 The dimensions of the lid 111 may be larger than the dimensions of the lid 11 in FIG. The dimensions of the lid 111 viewed from above may be larger than the dimensions of the lid 11 in FIG. Instead of these configurations, the lid 111 may be the same member as the lid 11.
　受枠１１２の寸法は、図１の受枠１２の寸法よりも大きくてよい。受枠１１２を上面から見た寸法が、受枠１２の寸法よりも大きくてよい。受枠１２の外縁にアダプタを取り付けることで、受枠１２よりも幅が大きな受枠１１２が形成されてよい。受枠１１２の断面形状は、側面が主面の法線に対し外側に傾斜する形状であってよい。 The dimensions of the receiving frame 112 may be larger than the dimensions of the receiving frame 12 in FIG. The dimensions of the receiving frame 112 viewed from above may be larger than the dimensions of the receiving frame 12. By attaching an adapter to the outer edge of the receiving frame 12, a receiving frame 112 having a width larger than that of the receiving frame 12 may be formed. The cross-sectional shape of the receiving frame 112 may be such that the side surface is inclined outward with respect to the normal to the main surface.
　補強地中埋設型構造物１２０は、首部リング１１３を含まなくてよい。補強地中埋設型構造物１２０は、支持部材（第１支持部材）１２３を更に備える。支持部材１２３は、上部構造物１１０を支持する。これにより、支持部材１２３は、上部構造物１１０が補強地中埋設型構造物１２０の側壁２１に加える荷重を軽減し得る。支持部材１２３は、矩形のリング状であってよい。上部構造物１１０は、支持部材１２３の上に固定されてよい。具体的に、上部構造物１１０の底面は、支持部材１２３の上面に、接着剤等で接着されてよい。 The reinforced underground structure 120 does not need to include the neck ring 113. The reinforced underground structure 120 further includes a support member (first support member) 123. Support member 123 supports upper structure 110. Thereby, the support member 123 can reduce the load that the upper structure 110 applies to the side wall 21 of the reinforced underground structure 120. The support member 123 may have a rectangular ring shape. The superstructure 110 may be fixed onto the support member 123. Specifically, the bottom surface of the upper structure 110 may be bonded to the top surface of the support member 123 using an adhesive or the like.
　支持部材１２３が上部構造物１１０から受ける荷重によって支持部材１２３が地盤１０００に沈降しないように、支持部材１２３の厚さｔｓ２を決定することが好ましい。厚さｔｓ２が大きい構成では、支持部材１２３が地盤１０００に加える圧力が分散され得る。支持部材１２３がリング状の構成では、厚さｔｓ２は、上部構造物１０の首部リング（第２支持部材）１３の厚さｔｓ１（図１参照）よりも大きくてよい。厚さｔｓ２が、例えば首部リング１３の厚さｔｓ１の２倍以上であってよい。なお、第１支持部材又は第２支持部材がリング状である構成では、ここでいう厚さは肉厚を指す。厚さｔｓ２は、例えば２０ｃｍである。支持部材１２３の高さｈ’は、１枚以上の首部リング１３の高さの合計に等しくてよい。支持部材１２３の高さｈ’は、例えば、７ｃｍ～１４ｃｍであってよい。支持部材１２３は樹脂、コンクリート、モルタル等で構成されてよい。支持部材１２３は高強度又は早強の材料で構成されてよい。 It is preferable to determine the thickness ts2 of the support member 123 so that the support member 123 does not sink to the ground 1000 due to the load that the support member 123 receives from the superstructure 110. In a configuration where the thickness ts2 is large, the pressure that the support member 123 applies to the ground 1000 can be dispersed. When the support member 123 has a ring-shaped configuration, the thickness ts2 may be larger than the thickness ts1 (see FIG. 1) of the neck ring (second support member) 13 of the upper structure 10. The thickness ts2 may be, for example, twice or more the thickness ts1 of the neck ring 13. In addition, in the structure where the 1st support member or the 2nd support member is ring-shaped, the thickness here refers to wall thickness. The thickness ts2 is, for example, 20 cm. The height h' of the support member 123 may be equal to the sum of the heights of the one or more neck rings 13. The height h' of the support member 123 may be, for example, 7 cm to 14 cm. The support member 123 may be made of resin, concrete, mortar, or the like. Support member 123 may be constructed from a high strength or early strength material.
　上部構造物１１０は、支持部材１２３の上に載っていてよい。上部構造物１１０は、側壁２１の上には載っておらず、支持部材１２３の上のみに載っていてよい。上部構造物１１０は、側壁２１の上及び支持部材１２３の上に載っていてもよい。具体的には、上部構造物１１０の底面が平坦ではなく、上面の深さが異なる側壁２１及び支持部材１２３両方の上に載っていてもよい。 The superstructure 110 may rest on the support member 123. The upper structure 110 may not rest on the side wall 21 but only on the support member 123. The superstructure 110 may rest on the side wall 21 and on the support member 123. Specifically, the bottom surface of the upper structure 110 is not flat, and the top surface may rest on both the side wall 21 and the support member 123 with different depths.
（補強方法）
　以下、補強方法の各ステップが、図２及び図３Ａ～図３Ｃ、及び図４を参照して説明される。図４は、本開示の一実施形態に係る補強方法の一例を示すフローチャートである。 (Reinforcement method)
In the following, each step of the reinforcing method will be explained with reference to FIGS. 2 and 3A to 3C, and FIG. 4. FIG. 4 is a flowchart illustrating an example of a reinforcing method according to an embodiment of the present disclosure.
　図３Ａを参照して、ステップＳ１０（図４参照）では、地中埋設型構造物２０から、上部構造物１０（図１参照）が取外される。地中埋設型構造物２０の側壁２１の上面と上部構造物１０の底面とが接着剤で固定されている構成では、側壁２１の上面と上部構造物１０の底面とが分離された後に、上部構造物１０が除去されてよい。より具体的に、側壁２１の上面と最も下の首部リング１３とが分離された後に、上部構造物１０が除去されてよい。分離に、ドリル、削岩機等が使用されてよい。図１を参照して、分離の前又は後に、アンカーボルト１４が受枠１２及び２つの首部リング１３から取り外されて、受枠１２及び２つの首部リング１３が分離されてよい。 Referring to FIG. 3A, in step S10 (see FIG. 4), the upper structure 10 (see FIG. 1) is removed from the underground structure 20. In a configuration in which the upper surface of the side wall 21 of the underground structure 20 and the bottom surface of the upper structure 10 are fixed with an adhesive, after the upper surface of the side wall 21 and the bottom surface of the upper structure 10 are separated, Structure 10 may be removed. More specifically, the upper structure 10 may be removed after the upper surface of the side wall 21 and the lowermost neck ring 13 have been separated. Drills, jackhammers, etc. may be used for separation. Referring to FIG. 1, the anchor bolt 14 may be removed from the receiving frame 12 and the two neck rings 13, and the receiving frame 12 and the two neck rings 13 may be separated before or after separation.
　ステップＳ１０の間又は前に、上部構造物１０の側方の地盤１０００が除去されてよい。地盤１０００が除去されることで、地中埋設型構造物２０と上部構造物１０の底面との分離又は除去が容易になり得るとともに、後述するステップＳ２０に必要な時間が短縮され得る。 During or before step S10, the ground 1000 on the sides of the superstructure 10 may be removed. By removing the ground 1000, the underground structure 20 and the bottom surface of the upper structure 10 can be easily separated or removed, and the time required for step S20, which will be described later, can be shortened.
　図３Ｂを参照して、ステップＳ２０では、地中埋設型構造物２０の側部上方の地盤１０００が掘削される。地中埋設型構造物２０の４つの側壁２１の外側かつ上方の地盤１０００が、側壁２１から垂直な掘削幅ｗで、支持部材１２３の設置深さ（地盤１０００の表面から、後述するステップＳ３０で設置される支持部材１２３の下端までの深さ）ｄだけ掘削されてよい。後述される段差面１２４にわたる深さの平均が、支持部材１２３の設置深さｄ以下であってよい。地中埋設型構造物２０の３つ以下の側壁２１の外側かつ上方の地盤１０００のみが掘削されてもよい。 Referring to FIG. 3B, in step S20, the ground 1000 above the side of the underground structure 20 is excavated. The ground 1000 outside and above the four side walls 21 of the underground structure 20 has an excavation width w perpendicular to the side walls 21, and the installation depth of the support member 123 (from the surface of the ground 1000, in step S30 described later). The depth) d may be excavated to the lower end of the supporting member 123 to be installed. The average depth across the stepped surface 124, which will be described later, may be less than or equal to the installation depth d of the support member 123. Only the ground 1000 outside and above three or less side walls 21 of the underground structure 20 may be excavated.
　掘削幅ｗは、支持部材１２３の厚さｔｓ２と等しくてよい。言換えれば、支持部材１２３を挿入可能な幅ｗの地盤１０００が掘削されてよい。掘削幅ｗは、支持部材１２３の厚さｔｓ１よりも、（例えば５ｃｍだけ）広くてもよい。 The excavation width w may be equal to the thickness ts2 of the support member 123. In other words, the ground 1000 having a width w into which the support member 123 can be inserted may be excavated. The excavation width w may be wider (for example, by 5 cm) than the thickness ts1 of the support member 123.
　設置深さｄは、地中埋設型構造物２０の上面の深さと等しくてよい。言換えれば、地中埋設型構造物２０の上端と同じ深さまで（側壁２１上面と同じ深さまで）の地盤１０００が掘削されてよい。具体的には、設置深さｄは、例えば、２０ｃｍ～２７ｃｍであってよい。 The installation depth d may be equal to the depth of the top surface of the underground structure 20. In other words, the ground 1000 may be excavated to the same depth as the top of the underground structure 20 (to the same depth as the top surface of the side wall 21). Specifically, the installation depth d may be, for example, 20 cm to 27 cm.
　支持部材１２３を挿入可能な幅の地盤１０００が掘削され、又はステップ３０で設置される支持部材１２３の設置深さｄまでの地盤１０００が掘削される構成では、補強地中埋設型構造物１２０が十分な強度を有しつつ、地中埋設型構造物２０がより短期間で補強され得る。 In a configuration in which the ground 1000 is excavated to a width that allows the support member 123 to be inserted, or the ground 1000 is excavated to the installation depth d of the support member 123 installed in step 30, the reinforced underground structure 120 is The underground structure 20 can be reinforced in a shorter period of time while having sufficient strength.
　掘削後、地盤１０００に段差部１２４が形成される。段差部１２４に砂利が敷かれてよい。段差部１２４は、転圧機等によって締め固められてよい。 After excavation, a stepped portion 124 is formed in the ground 1000. Gravel may be laid on the stepped portion 124. The stepped portion 124 may be compacted using a rolling press or the like.
　図３Ｃを参照して、ステップＳ３０では、支持部材１２３が地中埋設型構造物２０の側部上方に配置される。地中埋設型構造物２０が直方体状である構成の場合、矩形リング状の支持部材１２３が、地中埋設型構造物２０の４つの側壁２１それぞれの外側かつ上方に設置されてよい。 Referring to FIG. 3C, in step S30, the support member 123 is placed above the side of the underground structure 20. When the underground structure 20 has a rectangular parallelepiped shape, a rectangular ring-shaped support member 123 may be installed outside and above each of the four side walls 21 of the underground structure 20.
　支持部材１２３は、あらかじめ固化されたコンクリート壁であってよい。段差部１２４上でコンクリートが固化されて、支持部材１２３が形成されてもよい。 The support member 123 may be a pre-hardened concrete wall. The support member 123 may be formed by solidifying concrete on the stepped portion 124.
　図２を参照して、ステップＳ４０では、上部構造物１１０が支持部材１２３の上に取付けられる。上部構造物１１０が、特に支持部材１２３のみの上に取付けられてよい。この構成により、劣化した地中埋設型構造物２０に加わる荷重がより軽減される。したがって、より高い補強効果を得ることができるとともに、補強地中埋設型構造物１２０の安全性を向上させることができる。 Referring to FIG. 2, in step S40, the upper structure 110 is attached onto the support member 123. The superstructure 110 may in particular be mounted on the support member 123 only. With this configuration, the load applied to the deteriorated underground structure 20 is further reduced. Therefore, a higher reinforcing effect can be obtained, and the safety of the reinforced underground structure 120 can be improved.
　ステップＳ４０では、支持部材１２３の上に接着剤が塗布され、その後、支持部材１２３に上部構造物１１０が載せられてよい。より具体的に、支持部材１２３の上面にモルタルが塗布され、その後、支持部材１２３の上に受枠１１２が載せられてよい。受枠１１２及び支持部材１２３にアンカーボルト１４が挿通されて、受枠１１２及び支持部材１２３が連結されてよい。受枠１１２の上に、蓋１１１が載せられてよい。 In step S40, an adhesive may be applied onto the support member 123, and then the upper structure 110 may be placed on the support member 123. More specifically, mortar may be applied to the upper surface of the support member 123, and then the receiving frame 112 may be placed on the support member 123. The anchor bolt 14 may be inserted into the receiving frame 112 and the supporting member 123 to connect the receiving frame 112 and the supporting member 123. A lid 111 may be placed on the receiving frame 112.
　その後、上部構造物１１０の側部で地盤１０００が埋め直されてよい。 Thereafter, the ground 1000 may be refilled on the sides of the superstructure 110.
　以上の実施形態に関し、更に以下の付記を開示する。 Regarding the above embodiments, the following additional notes are further disclosed.
　（付記項１）
　地盤に埋設され上部構造物が取付けられている地中埋設型構造物の補強方法であって、
　地中埋設型構造物から、第１上部構造物を取外す取外ステップと、
　前記地中埋設型構造物の側部上方の前記地盤を掘削する掘削ステップと、
　支持部材を前記地中埋設型構造物の前記側部上方に配置する設置ステップと、
　前記支持部材の上に第２上部構造物を取付ける取付ステップと、
を含む、地中埋設型構造物の補強方法。 (Additional note 1)
A method for reinforcing an underground structure buried in the ground and having a superstructure attached, the method comprising:
a removal step of removing the first superstructure from the underground structure;
an excavation step of excavating the ground above the side of the underground structure;
an installation step of arranging a support member above the side of the underground structure;
attaching a second superstructure onto the support member;
Methods for reinforcing underground structures, including
　（付記項２）
　前記取付ステップにおいて、前記第２上部構造物を前記支持部材のみの上に取付ける、付記項１に記載の補強方法。 (Additional note 2)
The reinforcing method according to supplementary note 1, wherein in the attaching step, the second upper structure is attached only on the support member.
　　　　　（付記項３）
　　　　　前記支持部材を第１支持部材とし、
　前記第１上部構造物は前記地中埋設型構造物に接触可能な第２支持部材を含み、
　前記第１支持部材の厚さは、前記第２支持部材よりも厚い、付記項１又は２に記載の補強方法。 (Additional note 3)
The support member is a first support member,
The first superstructure includes a second support member capable of contacting the underground structure,
The reinforcing method according to Supplementary Note 1 or 2, wherein the first support member is thicker than the second support member.
　（付記項４）
　前記掘削ステップにおいて、前記設置ステップで設置される前記支持部材の設置深さまでの前記地盤を掘削する、付記項１から３のいずれか一項に記載の補強方法。 (Additional note 4)
The reinforcing method according to any one of Supplementary Notes 1 to 3, wherein in the excavation step, the ground is excavated to a depth at which the support member installed in the installation step is installed.
　（付記項５）
　前記掘削ステップにおいて、前記地中埋設型構造物の側部上方に、前記支持部材を配置可能な幅の前記地盤を掘削する、付記項１から４のいずれか一項に記載の補強方法。 (Additional note 5)
5. The reinforcing method according to any one of Supplementary Notes 1 to 4, wherein in the excavation step, the ground is excavated to a width that allows the support member to be placed above the side of the underground structure.
　（付記項６）
　前記第２上部構造物が、蓋及び受枠を備える、付記項１から５のいずれか一項に記載の補強方法。 (Additional note 6)
6. The reinforcing method according to any one of Supplementary Notes 1 to 5, wherein the second upper structure includes a lid and a receiving frame.
　上述の実施形態は代表的な例として説明したが、本開示の趣旨及び範囲内で、多くの変更及び置換ができることは当業者に明らかである。したがって、本発明は、上述の実施形態によって制限するものと解するべきではなく、請求の範囲から逸脱することなく、種々の変形又は変更が可能である。 Although the embodiments described above have been described as representative examples, it will be apparent to those skilled in the art that many modifications and substitutions can be made within the spirit and scope of the present disclosure. Therefore, the present invention should not be construed as being limited by the above-described embodiments, and various modifications or changes can be made without departing from the scope of the claims.
　１０　上部構造物（第１上部構造物）
　１０００　地盤
　１１　蓋
　１１ｆ　フランジ
　１２　受枠
　１２ｒ　受け部
　１２о　突出部
　１３　首部リング（第２支持部材）
　１４　アンカーボルト
　１５　キャップ
　２０　地中埋設型構造物
　２０о　開口部
　２１　側壁
　２２　下板版
　１１０　上部構造物（第２上部構造物）
　１１１　蓋
　１１２　受枠
　１２０　補強地中埋設型構造物
　１２３　支持部材（第１支持部材）
　１２４　段差部
  10 Upper structure (first upper structure)
1000 Ground 11 Lid 11f Flange 12 Receiving frame 12r Receiving portion 12о Projection portion 13 Neck ring (second support member)
14 Anchor bolt 15 Cap 20 Underground structure 20о Opening 21 Side wall 22 Lower plate 110 Upper structure (second upper structure)
111 Lid 112 Receiving frame 120 Reinforced underground structure 123 Support member (first support member)
124 Step part

Claims (6)

  1. 　地盤に埋設され上部構造物が取付けられている地中埋設型構造物の補強方法であって、
    　地中埋設型構造物から、第１上部構造物を取外す取外ステップと、
    　前記地中埋設型構造物の側部上方の前記地盤を掘削する掘削ステップと、
    　支持部材を前記地中埋設型構造物の前記側部上方に配置する設置ステップと、
    　前記支持部材の上に第２上部構造物を取付ける取付ステップと、
    を含む、地中埋設型構造物の補強方法。     A method for reinforcing an underground structure buried in the ground and having a superstructure attached, the method comprising:
    a removal step of removing the first superstructure from the underground structure;
    an excavation step of excavating the ground above the side of the underground structure;
    an installation step of arranging a support member above the side of the underground structure;
    attaching a second superstructure onto the support member;
    Methods for reinforcing underground structures, including
  2. 　前記取付ステップにおいて、前記第２上部構造物を前記支持部材のみの上に取付ける、請求項１に記載の補強方法。 The reinforcing method according to claim 1, wherein in the attaching step, the second upper structure is attached only on the support member.
  3. 　前記支持部材を第１支持部材とし、
    　前記第１上部構造物は前記地中埋設型構造物に接触可能な第２支持部材を含み、
    　前記第１支持部材の厚さは、前記第２支持部材よりも厚い、請求項１又は２に記載の補強方法。     The support member is a first support member,
    The first superstructure includes a second support member capable of contacting the underground structure,
    The reinforcing method according to claim 1 or 2, wherein the first support member is thicker than the second support member.
  4. 　前記掘削ステップにおいて、前記設置ステップで設置される前記支持部材の設置深さまでの前記地盤を掘削する、請求項１又は２に記載の補強方法。 The reinforcing method according to claim 1 or 2, wherein in the excavation step, the ground is excavated to an installation depth of the support member installed in the installation step.
  5. 　前記掘削ステップにおいて、前記地中埋設型構造物の側部上方に、前記支持部材を配置可能な幅の前記地盤を掘削する、請求項１又は２に記載の補強方法。 3. The reinforcing method according to claim 1, wherein in the excavation step, the ground is excavated above the side of the underground structure to a width that allows the support member to be placed.
  6. 　前記第２上部構造物が、蓋及び受枠を備える、請求項１又は２に記載の補強方法。
          The reinforcing method according to claim 1 or 2, wherein the second upper structure includes a lid and a receiving frame.
PCT/JP2022/024749 2022-06-21 2022-06-21 Reinforcement method for underground buried structure WO2023248354A1 (en)

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Publication number Priority date Publication date Assignee Title
JPS61116885U (en) * 1984-12-28 1986-07-23
JPH026788U (en) * 1988-06-24 1990-01-17
JPH09203064A (en) * 1996-01-29 1997-08-05 Sekisui Chem Co Ltd Protection cover seat
JPH10204905A (en) * 1997-01-24 1998-08-04 Maezawa Kasei Ind Co Ltd Access opening protection cover device for sewage
JPH1121931A (en) * 1997-06-30 1999-01-26 Haneda Hume Pipe Co Ltd Vibration isolation structure of manhole
JPH11303192A (en) * 1998-04-24 1999-11-02 Maezawa Kasei Ind Co Ltd Small manhole device
JP2014074323A (en) * 2012-10-05 2014-04-24 Tomotetsu Land:Kk Manhole iron cover repair ring and repair method
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JP2017020316A (en) * 2015-07-15 2017-01-26 株式会社クボタケミックス Sewage basin and temporary toilet system
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JP2017197941A (en) * 2016-04-26 2017-11-02 株式会社アイビルド Manhole rehabilitation method and manhole rehabilitation structure
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JP2022015796A (en) * 2020-07-10 2022-01-21 株式会社アイビルド Manhole rehabilitation method and manhole rehabilitation structure

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