WO2022151774A1 - 一种用于隧道原位扩建工程的预设内部锚索支护方法 - Google Patents

一种用于隧道原位扩建工程的预设内部锚索支护方法 Download PDF

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WO2022151774A1
WO2022151774A1 PCT/CN2021/123736 CN2021123736W WO2022151774A1 WO 2022151774 A1 WO2022151774 A1 WO 2022151774A1 CN 2021123736 W CN2021123736 W CN 2021123736W WO 2022151774 A1 WO2022151774 A1 WO 2022151774A1
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anchor cable
tunnel
situ
anchoring agent
excavation
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PCT/CN2021/123736
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English (en)
French (fr)
Inventor
吴学震
邓涛
关振长
蒋宇静
刘思宏
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福州大学
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Priority to US17/616,647 priority Critical patent/US11913338B2/en
Publication of WO2022151774A1 publication Critical patent/WO2022151774A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/003—Machines for drilling anchor holes and setting anchor bolts
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/021—Grouting with inorganic components, e.g. cement
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/025—Grouting with organic components, e.g. resin
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
    • E21D21/006—Anchoring-bolts made of cables or wires
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/008—Anchoring or tensioning means

Definitions

  • the invention relates to a preset internal anchor cable support method for in-situ expansion engineering of tunnels, and relates to the field of tunnel engineering.
  • the technical problem to be solved by the present invention is to provide a preset internal anchor cable support method for in-situ tunnel expansion projects.
  • the technical scheme of the present invention is: a preset internal anchor cable support method for in-situ expansion projects of tunnels, including anchor cables, locks and anchoring agents.
  • the anchor cable is installed into the surrounding rock and prestressed in the tunnel, so as to play a supporting role at the moment when the new tunnel is excavated. The location of the excavation contour of the newly built tunnel.
  • the layout of the excavation contour of the new tunnel should be used to ensure that the pre-supported anchor cables are evenly distributed at the excavation contour of the new tunnel, and the anchor cables are basically perpendicular to the excavation contour of the new tunnel. Wire.
  • the anchoring agent is a resin anchoring agent or a mortar anchoring agent.
  • the supporting method specifically includes the following steps: (1) drilling a small-diameter hole outward on the lining of the in-situ tunnel, and the small-diameter hole extends from the lining of the in-situ tunnel to the outside of the excavation contour of the newly built tunnel (2) At the position of the lining hole of the in-situ tunnel, the expansion hole is constructed, and the expansion hole extends from the lining of the in-situ tunnel to the excavation outline of the new tunnel, and the expansion hole is drilled.
  • the diameter of the hole is larger than the diameter of the lock of the anchor cable, so that the lock of the anchor cable can be directly installed at the excavation contour of the new tunnel; (3) Anchor one end of the anchor cable in the small-diameter hole with anchoring agent, and then the anchor (4) After the anchoring reaches a certain strength, the outer end of the anchor cable is stretched by the tensioning device, and the lock is pushed to the inside by the retractable pushing device to prevent the lock from moving out. , so as to apply prestress to the anchor cable; (5) After the new tunnel is excavated, the part of the anchor cable left outside the surrounding rock is cut off, and the remaining part is used as a permanent support structure.
  • the anchoring agent adopts resin anchoring agent
  • the resin anchoring agent is rolled into the small-diameter hole, and then the anchor cable is rotated and drilled by the drilling rig, so that one end of the anchor cable is anchored in the small-diameter hole; Ensure that the anchoring agent will not spill out of the small hole drilled hole after the anchor cable is installed.
  • the anchoring agent is mortar anchoring agent
  • the grouting pipe is always in the cement slurry.
  • the grouting continues until the cement slurry flows out of the orifice; the grouting should be dense and full in the small hole hole, so as to anchor the anchor cable in the small hole.
  • pre-cracks can reduce the degree of damage to the surrounding rock of the expanded tunnel inside the anchor cable tray, thereby ensuring the effective anchoring of the outer anchoring end of the anchor cable.
  • the tensioning device is top-connected with the lining of the in-situ tunnel;
  • the pushing device is a sleeve, one end of the sleeve is against the lock, the other end is against the tensioning device, and the anchor cable passes through the middle of the sleeve.
  • the present invention has the following beneficial effects: it provides a method that does not interfere with the excavation construction, and can effectively support and expand the surrounding rock of the tunnel in advance.
  • the space of the in-situ tunnel is used for pre-support and pre-stress is applied, so that the deformation of the surrounding rock can be controlled to the maximum extent;
  • Interfere with the excavation construction of the new tunnel and at the same time ensure that the outer anchorage end is not damaged by the excavation construction of the new tunnel, and the prestress is not lost, which can effectively pre-support the surrounding rock of the extended tunnel.
  • FIG. 1 is a general schematic diagram of the present invention for extending the tunnel support.
  • Fig. 2 is a schematic diagram of drilling holes of the present invention.
  • FIG. 3 is a schematic view of the specific drilling installation of the anchor cable according to the present invention.
  • FIG. 4 is a schematic diagram of the present invention after the construction of the anchor cable is completed.
  • Figure 5 is a schematic diagram of the pre-crack construction of the present invention.
  • a preset internal anchor cable support method for in-situ tunnel expansion projects includes anchor cables 6, locks 8 and anchoring agents.
  • the surrounding rock is drilled to install anchor cables and apply prestress to play a supporting role at the moment when the new tunnel is excavated.
  • the position of the excavation contour line, between the excavation contour line of the new tunnel and the lining of the in-situ tunnel is the pre-excavated rock mass 10 .
  • the layout of the excavation contour line of the new tunnel should be used to ensure that the pre-support anchor cables are evenly distributed at the excavation contour line of the new tunnel, and the anchor cable should be basically perpendicular to the new tunnel. excavation outline.
  • the anchoring agent 11 is a resin anchoring agent or a mortar anchoring agent.
  • the supporting method specifically includes the following steps: (1) Drilling a small-diameter hole 1 outward on the lining of the in-situ tunnel, and the small-diameter hole extends from the lining of the in-situ tunnel to the end of the new tunnel. (2) At the position of the lining hole of the in-situ tunnel, the expansion hole 2 is constructed, and the expansion hole extends from the lining 3 of the in-situ tunnel to the opening of the new tunnel.
  • the diameter of the expansion hole is larger than the diameter of the lock of the anchor cable, so that the lock of the anchor cable can be directly installed at the excavation contour line of the new tunnel;
  • Anchor one end of the anchor cable at the (4) After the anchoring reaches a certain strength, the outer end of the anchor cable is stretched by the tensioning device 7, and the retractable top Pushing device 9 pushes the lock device to the inside to prevent the lock device from moving out, thereby applying prestress to the anchor cable; (5) After the new tunnel is excavated, the part of the anchor cable left outside the surrounding rock is cut off, and the remaining part is used as a permanent support structure .
  • the anchoring agent adopts resin anchoring agent
  • the resin anchoring agent is rolled into the small-diameter drill hole, and then the anchor cable is rotated and drilled by the drilling rig, so that one end of the anchor cable is anchored in the small-diameter drill hole. It should be ensured that the anchoring agent will not spill out of the small-diameter hole after the anchor cable is installed.
  • the grouting pipe and the anchor cable are put into a small-diameter hole together, and the grouting pipe is pulled out while grouting.
  • the grouting pipe must always be In the cement slurry, the grouting continues until the cement slurry flows out of the orifice; the grouting should be dense and full in the small hole hole, so as to anchor the anchor cable in the small hole.
  • the water jet device 12 is probed into the expansion diameter.
  • the pre-crack 13 At the bottom of the drilled hole, create a pre-crack 13 at the excavation contour of the new tunnel; the pre-crack can reduce the damage to the surrounding rock of the expanded tunnel inside the anchor cable tray by blasting, thereby ensuring the effective anchoring of the outer anchoring end of the anchor cable.
  • the tensioning device is connected to the lining of the in-situ tunnel;
  • the pushing device is a sleeve, one end of the sleeve is against the lock, the other end is against the tensioning device, and the anchor cable in the middle of the sleeve passes through.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Inorganic Chemistry (AREA)
  • Environmental & Geological Engineering (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

一种用于隧道原位扩建工程的预设内部锚索（6）支护方法，包括锚索（6）、锁具（8）和锚固剂（11），在新建隧道开挖前，由原位隧道向围岩钻孔（1）安装锚索（6）并施加预应力，以在新建隧道开挖的瞬间发挥支护作用，锚索（6）被锚固剂（11）固定在围岩（5）深处，锚索（6）的锁具（8）设置在围岩（5）内部的新建隧道的开挖轮廓线（4）位置。

Description

[根据细则26改正12.01.2022]　一种用于隧道原位扩建工程的预设内部锚索支护方法 技术领域
本发明涉及一种用于隧道原位扩建工程的预设内部锚索支护方法，涉及隧道工程领域。
背景技术
由于交通量增加，很多道路需要在既有隧道的基础上进行扩建。由于扩建隧道多位于城市中，隧道扩建过程中，围岩稳定控制是一个重要课题。原位隧道的存在，使新建隧道围岩预先支护成为可能。
技术问题
但是，传统扩建隧道预先支护方法，如专利“一种适用于塌方隧道扩建的三维加固施工方法，CN110397458A”，在实际应用中存在较大问题，包括：(1)预设的锚杆会干扰开挖施工，降低开挖效率；(2)在新建隧道开挖的瞬间，锚杆的外锚固端会被破坏或失去持力点，基本丧失支护效果；(3)由于外锚固端在开挖时失去持力点，因此无法有效施加预应力。
技术解决方案
鉴于现有技术的不足，本发明所要解决的技术问题是提供一种用于隧道原位扩建工程的预设内部锚索支护方法。
为了解决上述技术问题，本发明的技术方案是：一种用于隧道原位扩建工程的预设内部锚索支护方法，包括锚索、锁具和锚固剂，在新建隧道开挖前，由原位隧道向围岩钻孔安装锚索并施加预应力，以在新建隧道开挖的瞬间发挥支护作用，锚索被锚固剂固定在围岩深处，锚索的锁具设置在围岩内部的新建隧道的开挖轮廓线位置。
优选的，锚索布局设计时，应根据新建隧道的开挖轮廓线布局，保证预支护锚索在新建隧道的开挖轮廓线处均匀分布，并使锚索基本垂直于新建隧道的开挖 轮廓线。
优选的，锚固剂采用树脂锚固剂或砂浆锚固剂。
优选的，支护方法具体包括以下步骤：(1)在原位隧道的衬砌上向外钻小孔径钻孔，小孔径钻孔从原位隧道的衬砌处延伸到新建隧道的开挖轮廓线外部围岩深处；(2)在原位隧道的衬砌钻孔的位置，施工扩径钻孔，扩径钻孔从原位隧道的衬砌处延伸到新建隧道的开挖轮廓线处，扩径钻孔的直径大于锚索的锁具直径，以便于将锚索的锁具直接安装到新建隧道的开挖轮廓线处；(3)通过锚固剂将锚索一端锚固在小孔径钻孔中，然后将锚索的锁具安装到扩径钻孔底端；(4)待锚固达到一定的强度后，通过张拉装置张拉锚索外端，并通过可伸缩的顶推装置向内部推锁具防止锁具外移，从而对锚索施加预应力；(5)新建隧道开挖后，将锚索余留在围岩外部的部分截除，剩余部分作为永久支护结构。
优选的，锚固剂采用树脂锚固剂时，首先将树脂锚固剂药卷放到小孔径钻孔中，然后通过钻机将锚索旋转钻入，从而将锚索一端锚固在小孔径钻孔中；需保证锚索安装后锚固剂不会溢出到小孔径钻孔外。
优选的，锚固剂采用砂浆锚固剂时，将注浆管和锚索一起放入小孔径钻孔，灌浆的同时一边拔出注浆管，拔管过程中需保证注浆管始终在水泥浆内，灌浆持续至孔口流出水泥浆为止；小孔径钻孔内应灌浆密实饱满，从而将锚索锚固在小钻孔内。
优选的，为了防止爆破开挖时，锚索托盘内部的扩建隧道围岩损伤，进而影响锚索的支护作用，在步骤(2)之后，将水射流装置探入扩径钻孔底部，在新建隧道的开挖轮廓线位置制造预裂缝；预裂缝可以减轻爆破对锚索托盘内部的扩建隧道围岩损伤程度，从而保证锚索的外锚固端有效锚固。
优选的，张拉装置与原位隧道的衬砌进行顶接；顶推装置为套筒，套筒一端顶住锁具，另一端顶住张拉装置，套筒中部锚索穿过。
有益效果
与现有技术相比，本发明具有以下有益效果：提供一种不干扰开挖施工，又 可以有效预先支护扩建隧道围岩的方法，突破以往隧道施工中“先开挖后支护”的模式，利用原位隧道的空间进行预先支护，并施加预应力，可以最大限度控制围岩变形；本发明锚索的锁具直接设置在围岩内部的新建隧道的开挖轮廓线位置，不会干扰新建隧道的开挖施工，同时保证外锚固端不被新建隧道开挖施工破坏，预应力不损失，可以有效的预先支护扩建隧道围岩。
附图说明
图1为本发明用于扩建隧道支护的总体示意图。
图2为本发明钻孔示意图。
图3为本发明锚索具体钻孔安装示意图。
图4为本发明锚索施工完成后的示意图。
图5为本发明预裂缝施工示意图。
本发明的实施方式
为让本发明的上述特征和优点能更明显易懂，下文特举实施例，并配合附图，作详细说明如下。
如图1～5所示，一种用于隧道原位扩建工程的预设内部锚索支护方法，包括锚索6、锁具8和锚固剂，在新建隧道开挖前，由原位隧道向围岩钻孔安装锚索并施加预应力，以在新建隧道开挖的瞬间发挥支护作用，锚索被锚固剂固定在围岩深处，锚索的锁具设置在围岩内部的新建隧道的开挖轮廓线位置，新建隧道的开挖轮廓线与原位隧道的衬砌间为预开挖岩体10。
在本发明实施例中，锚索布局设计时，应根据新建隧道的开挖轮廓线布局，保证预支护锚索在新建隧道的开挖轮廓线处均匀分布，并使锚索基本垂直于新建隧道的开挖轮廓线。
在本发明实施例中，锚固剂11采用树脂锚固剂或砂浆锚固剂。
在本发明实施例中，支护方法具体包括以下步骤：(1)在原位隧道的衬砌上向外钻小孔径钻孔1，小孔径钻孔从原位隧道的衬砌处延伸到新建隧道的开挖轮廓线外部围岩5深处；(2)在原位隧道的衬砌钻孔的位置，施工扩径钻孔2，扩 径钻孔从原位隧道的衬砌3处延伸到新建隧道的开挖轮廓线4处，扩径钻孔的直径大于锚索的锁具直径，以便于将锚索的锁具直接安装到新建隧道的开挖轮廓线处；(3)通过锚固剂将锚索一端锚固在小孔径钻孔中，然后将锚索的锁具安装到扩径钻孔底端；(4)待锚固达到一定的强度后，通过张拉装置7张拉锚索外端，并通过可伸缩的顶推装置9向内部推锁具防止锁具外移，从而对锚索施加预应力；(5)新建隧道开挖后，将锚索余留在围岩外部的部分截除，剩余部分作为永久支护结构。
在本发明实施例中，锚固剂采用树脂锚固剂时，首先将树脂锚固剂药卷放到小孔径钻孔中，然后通过钻机将锚索旋转钻入，从而将锚索一端锚固在小孔径钻孔中；需保证锚索安装后锚固剂不会溢出到小孔径钻孔外。
在本发明实施例中，锚固剂采用砂浆锚固剂时，将注浆管和锚索一起放入小孔径钻孔，灌浆的同时一边拔出注浆管，拔管过程中需保证注浆管始终在水泥浆内，灌浆持续至孔口流出水泥浆为止；小孔径钻孔内应灌浆密实饱满，从而将锚索锚固在小钻孔内。
在本发明实施例中，为了防止爆破开挖时，锚索托盘内部的扩建隧道围岩损伤，进而影响锚索的支护作用，在步骤(2)之后，将水射流装置12探入扩径钻孔底部，在新建隧道的开挖轮廓线位置制造预裂缝13；预裂缝可以减轻爆破对锚索托盘内部的扩建隧道围岩损伤程度，从而保证锚索的外锚固端有效锚固。
在本发明实施例中，张拉装置与原位隧道的衬砌进行顶接；顶推装置为套筒，套筒一端顶住锁具，另一端顶住张拉装置，套筒中部锚索穿过。
本发明不局限于上述最佳实施方式，任何人在本发明的启示下都可以得出其他各种形式的用于隧道原位扩建工程的预设内部锚索支护方法。凡依本发明申请专利范围所做的均等变化与修饰，皆应属本发明的涵盖范围。

Claims (8)

  1. 一种用于隧道原位扩建工程的预设内部锚索支护方法，包括锚索、锁具和锚固剂，其特征在于：在新建隧道开挖前，由原位隧道向围岩钻孔安装锚索并施加预应力，以在新建隧道开挖的瞬间发挥支护作用，锚索被锚固剂固定在围岩深处，锚索的锁具设置在围岩内部的新建隧道的开挖轮廓线位置。
  2. 根据权利要求1所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：锚索布局设计时，应根据新建隧道的开挖轮廓线布局，保证预支护锚索在新建隧道的开挖轮廓线处均匀分布，并使锚索基本垂直于新建隧道的开挖轮廓线。
  3. 根据权利要求1所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：锚固剂采用树脂锚固剂或砂浆锚固剂。
  4. 根据权利要求1所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：支护方法具体包括以下步骤：(1)在原位隧道的衬砌上向外钻小孔径钻孔，小孔径钻孔从原位隧道的衬砌处延伸到新建隧道的开挖轮廓线外部围岩深处；(2)在原位隧道的衬砌钻孔的位置，施工扩径钻孔，扩径钻孔从原位隧道的衬砌处延伸到新建隧道的开挖轮廓线处，扩径钻孔的直径大于锚索的锁具直径，以便于将锚索的锁具直接安装到新建隧道的开挖轮廓线处；(3)通过锚固剂将锚索一端锚固在小孔径钻孔中，然后将锚索的锁具安装到扩径钻孔底端；(4)待锚固达到一定的强度后，通过张拉装置张拉锚索外端，并通过可伸缩的顶推装置向内部推锁具防止锁具外移，从而对锚索施加预应力；(5)新建隧道开挖后，将锚索余留在围岩外部的部分截除，剩余部分作为永久支护结构。
  5. 根据权利要求4所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：锚固剂采用树脂锚固剂时，首先将树脂锚固剂药卷放到小孔径钻孔中，然后通过钻机将锚索旋转钻入，从而将锚索一端锚固在小孔径钻孔中；需保证锚索安装后锚固剂不会溢出到小孔径钻孔外。
  6. 根据权利要求4所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：锚固剂采用砂浆锚固剂时，将注浆管和锚索一起放入小孔径钻孔，灌浆的同时一边拔出注浆管，拔管过程中需保证注浆管始终在水泥浆内，灌浆持续至孔口流出水泥浆为止；小孔径钻孔内应灌浆密实饱满，从而将锚索锚固在小钻孔内。
  7. 根据权利要求4所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：为了防止爆破开挖时，锚索托盘内部的扩建隧道围岩损伤，进而影响锚索的支护作用，在步骤(2)之后，将水射流装置探入扩径钻孔底部，在新建隧道的开挖轮廓线位置制造预裂缝；预裂缝可以减轻爆破对锚索托盘内部的扩建隧道围岩损伤程度，从而保证锚索的外锚固端有效锚固。
  8. 根据权利要求4所述的用于隧道原位扩建工程的预设内部锚索支护方法，其特征在于：张拉装置与原位隧道的衬砌进行顶接；顶推装置为套筒，套筒一端顶住锁具，另一端顶住张拉装置，套筒中部锚索穿过。
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