CN110318372B - Anchor rod butt joint method - Google Patents

Anchor rod butt joint method Download PDF

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Publication number
CN110318372B
CN110318372B CN201910587935.7A CN201910587935A CN110318372B CN 110318372 B CN110318372 B CN 110318372B CN 201910587935 A CN201910587935 A CN 201910587935A CN 110318372 B CN110318372 B CN 110318372B
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China
Prior art keywords
segment
tie
pull rod
anchor
installation position
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CN201910587935.7A
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Chinese (zh)
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CN110318372A (en
Inventor
吴铁成
叶峰
钟传明
费永成
赵安
胡小明
张宇红
石金松
孙川
黄勇
张莹春
赵清
杨煜晨
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Shanghai Waigaoqiao Shipbuilding Co Ltd
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Shanghai Waigaoqiao Shipbuilding Co Ltd
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Priority to CN201910587935.7A priority Critical patent/CN110318372B/en
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/20—Equipment for shipping on coasts, in harbours or on other fixed marine structures, e.g. bollards
    • E02B3/24—Mooring posts
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00—Production methods
    • E02D2250/0046—Production methods using prestressing techniques
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/20—Miscellaneous comprising details of connection between elements
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/30—Miscellaneous comprising anchoring details

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Ocean & Marine Engineering (AREA)
  • Civil Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

The invention discloses an anchor pull rod butt joint method, which comprises the following steps: step S1, digging a first side of the installation position, and reserving a second side of the installation position as a channel; step S2, mounting and fixing one end of the first pull rod segment at the excavated position; step S3, backfilling a first side of the installation position; step S4, digging the second side of the installation position and exposing part of the first pull rod segment, and reserving the first side of the installation position as a channel; step S5, mounting and fixing one end of the second pull rod segment at the excavated position; step S6, connecting and tensioning the exposed end of the first pull rod segment and the second pull rod segment; and step S7, backfilling the second side of the installation position. The invention can be used for covering in sections by performing section construction and tensioning in the middle, so that the passage is met after the passage is formed, and the engineering construction is not influenced.

Description

Anchor rod butt joint method
Technical Field
The invention relates to an anchor pull rod butt joint method.
Background
In dock engineering, construction of anchor rods of dock walls is generally required. The tie rods are usually installed below the road surface, and because the tie rods require a tightening operation, it is necessary to dig up the road surface for construction, and to tighten the tie rods and then backfill them. However, the road surface is completely damaged after excavation and construction, and the road cannot pass through.
Disclosure of Invention
The invention aims to overcome the defect that roads cannot pass through in anchor rod construction in the prior art, and provides an anchor rod butt joint method.
The invention solves the technical problems through the following technical scheme:
an anchor rod butt joint method is characterized by comprising the following steps:
step S1, digging a first side of the installation position, and reserving a second side of the installation position as a channel;
step S2, mounting and fixing one end of the first pull rod segment at the excavated position;
step S3, backfilling a first side of the installation position;
step S4, digging the second side of the installation position and exposing part of the first pull rod segment, and reserving the first side of the installation position as a channel;
step S5, mounting and fixing one end of the second pull rod segment at the excavated position;
step S6, connecting and tensioning the exposed end of the first pull rod segment and the second pull rod segment;
and step S7, backfilling the second side of the installation position.
In the construction, the construction is respectively carried out on two sides, so that no matter which side is used for construction, one side can be always ensured to be used as a passage to keep passing. And simultaneously, after the second side of the mounting position is dug, the first pull rod segment and the second pull rod segment are tensioned, and tensioning can be finished before backfilling.
Unlike the conventional draw bar structure which can not be backfilled and covered before the end parts of the two sides are tensioned, the invention can be used for covering in sections by performing sectional construction and tensioning in the middle, so that the passage is met after the passage is formed, and the engineering construction is not influenced.
Preferably, the first pull rod is fixed on the anchorage wall or the corridor bottom plate in a segmented manner; the second pull rod is fixed on the anchorage wall or the corridor bottom plate in a segmented mode.
Preferably, in step S2, one end of the first pull rod segment is fixed to the anchor wall. The connection is fixed by screwing the backing plate and the nut on the outer side of the anchorage wall.
Preferably, step S5 further includes fixing the second tie bar segment below the gallery floor.
Preferably, in step S5, when the gallery bottom plate is poured, one end of the second tie bar segment is anchored to the channel steel through the gallery bottom plate.
Preferably, in step S2, the step proceeds to step S3 after a pressure-proof cover is built on the outer side of the first tie rod segment. The pressure-proof cover can avoid the deformation of the pull rod. Wherein, enough holes should be reserved between the pressure-proof cover and the pull rod, and the pull rod installation of the first pull rod section should be straight.
Preferably, a cushion block is arranged below the first pull rod segment. The distance between the cushion blocks is not more than 4 m.
Preferably, in step S2, the first tie bar is embedded into a rock ridge in a segmented manner, and the pressure-proof cover is built by the rock ridge.
Preferably, a deep stirring reinforcing body and compaction grouting are arranged below the stone block prism.
Preferably, the first pull rod segment and the second pull rod segment both comprise two pull rods and a connecting piece, and the pull rods are connected to two ends of the connecting piece.
Preferably, in step S6, the first pull rod segment and the second pull rod segment are connected by a docking device. The middle butt joint device connects the first pull rod section and the second pull rod section on two sides, the two sections shrink after pressurizing, and the stress of the whole pull rod structure is generally more than 20 tons.
Preferably, the docking device includes a pull rod and connecting members connected to both sides of the pull rod, and the first pull rod segment and the second pull rod segment are respectively connected to the connecting members of the docking device.
The positive progress effects of the invention are as follows: the invention can be used for covering in sections by performing section construction and tensioning in the middle, so that the passage is met after the passage is formed, and the engineering construction is not influenced.
Drawings
FIG. 1 is a schematic view illustrating the connection of the pull rod structure of the integrated heat collecting cover according to the preferred embodiment of the present invention.
FIG. 2 is a schematic view of a first side of a excavated mounting location in accordance with a preferred embodiment of the present invention.
FIG. 3 is a second side view of the excavated mounting location in accordance with the preferred embodiment of the present invention.
Fig. 4 is a flowchart of an anchor rod docking method according to a preferred embodiment of the present invention.
Detailed Description
The invention is further illustrated by the following examples, which are not intended to limit the scope of the invention.
As shown in fig. 1-4, the invention discloses an anchor rod butt joint method. The structure shown in fig. 1-3 comprises a first pull rod segment 1, a second pull rod segment 2, a butt joint device 3, a cushion block 41, a pressure-proof cover 42, a deep mixing reinforcement body 51, compaction grouting 52, an anchor wall 61, a pile foundation 62, a channel steel 63, a corridor bottom plate 64 and earthwork 7.
As shown in fig. 2, 3 and 4, the anchor rod docking method of the present embodiment includes:
step S1, digging a first side (position A-position B) of the installation position, and reserving a second side (position B-position C) of the installation position as a channel;
step S2, mounting and fixing one end of the first pull rod segment 1 at the excavated position;
step S3, backfilling a first side of the installation position;
step S4, digging the second side of the installation position (position B-position C) and exposing part of the first pull rod segment 1, and reserving the first side of the installation position (position A-position B) as a channel;
step S5, mounting and fixing one end of the second tie rod segment 2 at the excavated place;
step S6, connecting and tensioning the exposed end of the first pull rod segment 1 and the second pull rod segment 2;
and step S7, backfilling the second side of the installation position.
In the construction, the construction is respectively carried out on two sides, so that no matter which side is used for construction, one side can be always ensured to be used as a passage to keep passing. At the same time, after the second side of the installation site has been cut out, the tensioning can likewise be carried out before backfilling by tensioning the first tie rod segment 1 and the second tie rod segment 2.
Unlike the conventional draw bar structure which can not be backfilled and covered before the end parts of the two sides are tensioned, the invention can be used for covering in sections by performing sectional construction and tensioning in the middle, so that the passage is met after the passage is formed, and the engineering construction is not influenced.
In this embodiment, the first tie rod segment 1 is fixed to the anchorage wall 61 or the corridor floor 64; the second tie rod segment 2 is fixed to an anchorage wall 61 or a corridor floor 64.
As shown in fig. 2 and 4, in step S2 of this embodiment, one end of the first tie rod segment 1 is fixed to the anchor wall 61. The connection is fixed by screwing the backing plate and the nut on the outer side of the anchorage wall 61.
As shown in fig. 3 and 4, step S5 of the present embodiment further includes fixing the second tie segment 2 below the galley bottom plate 64.
As shown in fig. 3 and 4, in step S5 of the present embodiment, when the gallery bottom plate 64 is poured, one end of the second tie bar segment 2 is anchored to the channel steel 63 through the gallery bottom plate 64.
As shown in fig. 2 and 4, in step S2 of the present embodiment, the anti-pressure cover 42 is laid outside the first link segment 1, and the process proceeds to step S3. The compression prevention cover 42 can prevent the tension rod from being deformed. Wherein, enough holes should be reserved between the pressure-proof cover 42 and the pull rod, and the pull rod installation of the first pull rod segment 1 should be straight.
As shown in fig. 2 and 4, a spacer 41 is provided below the first tie rod segment 1 of the present embodiment. The spacing between the pads 41 is not more than 4 m. The spacer blocks 41 are also built up from stone prisms.
As shown in fig. 2 and 4, in step S2 of the present embodiment, the first tie rod segment 1 is embedded in a rock ridge, and the pressure-proof cover 42 is built with the rock ridge.
As shown in fig. 2 and 4, in the present embodiment, a deep agitation reinforcement 51 and a compaction grouting 52 are provided below the stone block. Thereby further strengthening the foundation.
As shown in fig. 1, the first tie segment 1 and the second tie segment 2 of the present embodiment each include two tie rods and a connecting member, and the tie rods are connected to both ends of the connecting member. The first tie rod segment 1 includes two tie rods 11 and a connecting member 12, and the tie rods 11 are connected to two ends of the connecting member 12. The second tie segment 2 comprises two tie rods 21 and a connecting piece 22, the tie rods 21 being connected to both ends of the connecting piece 22.
As shown in fig. 1 and 4, in step S6 of the present embodiment, the first tie rod segment 1 and the second tie rod segment 2 are connected by the docking unit 3. The middle butt joint device 3 connects the first pull rod segment 1 and the second pull rod segment 2 on two sides, and the whole pull rod structure is stressed by at least 20 tons after being compressed.
As shown in fig. 1, the docking device 3 includes a pull rod 31 and connecting members 32 connected to both sides of the pull rod 31, and the first pull rod segment 1 and the second pull rod segment 2 are respectively connected to the connecting members 32 of the docking device 3.
The invention can be used for covering in sections by performing section construction and tensioning in the middle, so that the passage is met after the passage is formed, and the engineering construction is not influenced.
While specific embodiments of the invention have been described above, it will be appreciated by those skilled in the art that this is by way of example only, and that the scope of the invention is defined by the appended claims. Various changes and modifications to these embodiments may be made by those skilled in the art without departing from the spirit and scope of the invention, and these changes and modifications are within the scope of the invention.

Claims (12)

1. An anchor rod docking method, comprising:
step S1, digging a first side of the installation position, and reserving a second side of the installation position as a channel;
step S2, mounting and fixing one end of the first pull rod segment at the excavated position;
step S3, backfilling a first side of the installation position;
step S4, digging the second side of the installation position and exposing part of the first pull rod segment, and reserving the first side of the installation position as a channel;
step S5, mounting and fixing one end of the second pull rod segment at the excavated position;
step S6, connecting and tensioning the exposed end of the first pull rod segment and the second pull rod segment;
and step S7, backfilling the second side of the installation position.
2. The anchor-tie docking method of claim 1, wherein the first tie-bar segment is secured to an anchor wall or a gallery floor; the second pull rod is fixed on the anchorage wall or the corridor bottom plate in a segmented manner; the anchorage wall is located on a first side of the installation position, and the corridor bottom plate is located on a second side of the installation position.
3. The anchor pull rod docking method of claim 1, further comprising fixing one end of the first pull rod segment to an anchor wall in step S2.
4. The anchor brace docking method of claim 1, further comprising securing the second brace segment below a galley floor on a second side of the installation location in step S5.
5. The method of claim 4, wherein in step S5, when pouring the gallery floor, one end of the second tie segment is anchored through the gallery floor to a channel, the channel being located below the gallery floor.
6. The anchor-stay docking method as claimed in claim 1, wherein the step S2 is performed after building a pressure-proof cover on the outside of the first stay segment and then proceeding to step S3.
7. The anchor-tie docking method of claim 6, wherein a spacer is provided below the first tie segment.
8. The anchor-stay butting method according to claim 6, wherein in step S2, the first stay is embedded in segments in stone-like prisms, and the crush reliefs are built out from the stone-like prisms.
9. The method of claim 8, wherein a deep mixing reinforcement and a compacting slip-casting are provided under the stone block prism.
10. The anchor-tie docking method of claim 1, wherein the first tie-bar segment and the second tie-bar segment each comprise two tie-bars and a connecting piece, the tie-bars being connected to both ends of the connecting piece.
11. The anchor rod docking method as claimed in any one of claims 1 to 10, wherein the first rod segment and the second rod segment are connected by the docking means in step S6.
12. The method of claim 11, wherein the docking device comprises a tie bar and connectors connected to both sides of the tie bar, and the first tie bar segment and the second tie bar segment are connected to the connectors of the docking device, respectively.
CN201910587935.7A 2019-07-02 2019-07-02 Anchor rod butt joint method Active CN110318372B (en)

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Application Number Priority Date Filing Date Title
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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1598211A (en) * 2004-08-18 2005-03-23 上海市隧道工程轨道交通设计研究院 Method of connecting steel inhaul cable for tubulation joint
CN101265806A (en) * 2008-05-06 2008-09-17 煤矿瓦斯治理国家工程研究中心 Large-inclination thick coal seam gob-side entry driving side supporting device with small coal pillars
CN204419213U (en) * 2014-12-02 2015-06-24 中国矿业大学(北京) A set of high pre-stress girders anchorage cable linkage being convenient to stretch-draw and locking
KR101729117B1 (en) * 2016-04-21 2017-04-24 오용환 Its construction method and using a temporary retaining piles and the prestressed struts are introduced
CN106759321A (en) * 2016-12-30 2017-05-31 山东大学 A kind of anchor pole and its construction technology for improving retaining wall bearing capacity
CN106884651A (en) * 2017-03-07 2017-06-23 中国矿业大学 A kind of slopes wall concrete bottom board prestress loading device

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20030072621A1 (en) * 1999-03-03 2003-04-17 Rainey Thomas L. Retaining wall anchoring system

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1598211A (en) * 2004-08-18 2005-03-23 上海市隧道工程轨道交通设计研究院 Method of connecting steel inhaul cable for tubulation joint
CN101265806A (en) * 2008-05-06 2008-09-17 煤矿瓦斯治理国家工程研究中心 Large-inclination thick coal seam gob-side entry driving side supporting device with small coal pillars
CN204419213U (en) * 2014-12-02 2015-06-24 中国矿业大学(北京) A set of high pre-stress girders anchorage cable linkage being convenient to stretch-draw and locking
KR101729117B1 (en) * 2016-04-21 2017-04-24 오용환 Its construction method and using a temporary retaining piles and the prestressed struts are introduced
CN106759321A (en) * 2016-12-30 2017-05-31 山东大学 A kind of anchor pole and its construction technology for improving retaining wall bearing capacity
CN106884651A (en) * 2017-03-07 2017-06-23 中国矿业大学 A kind of slopes wall concrete bottom board prestress loading device

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