WO2022122052A1 - 一种市域铁路矿山法隧道浅埋段综合施工方法 - Google Patents

一种市域铁路矿山法隧道浅埋段综合施工方法 Download PDF

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Publication number
WO2022122052A1
WO2022122052A1 PCT/CN2022/073505 CN2022073505W WO2022122052A1 WO 2022122052 A1 WO2022122052 A1 WO 2022122052A1 CN 2022073505 W CN2022073505 W CN 2022073505W WO 2022122052 A1 WO2022122052 A1 WO 2022122052A1
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Prior art keywords
arch
grouting
steel
tunnel
excavation
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PCT/CN2022/073505
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English (en)
French (fr)
Inventor
张晓明
李振兵
潘国涛
葛润广
杨永勋
何荣宇
杜云鹤
李健生
唐锐
白玉峰
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China Railway No9 Group No7 Engineering Co Ltd
Seventh Engineering Co Ltd of China Railway No 9 Group Co Ltd
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China Railway No9 Group No7 Engineering Co Ltd
Seventh Engineering Co Ltd of China Railway No 9 Group Co Ltd
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Priority to JP2022540937A priority Critical patent/JP7257086B2/ja
Publication of WO2022122052A1 publication Critical patent/WO2022122052A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • 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
    • 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
    • E21D9/001—Improving soil or rock, e.g. by freezing; Injections
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

Definitions

  • the invention belongs to the technical field of tunnel engineering construction, and in particular relates to a comprehensive construction method for a shallow buried section of a municipal railway mining method tunnel.
  • the actual minimum buried depth of the site is shallow, the surrounding rock is strongly weathered tuff, and the design is rated as V-grade surrounding rock. It is relatively abundant and prone to problems such as roof collapse and collapse, which cannot guarantee the construction safety of the shallow buried section of the tunnel.
  • the purpose of the present invention is to overcome the above-mentioned problems in the prior art, and to provide a method suitable for the construction of shallow buried tunnels with abundant surface water and poor surrounding rock properties.
  • the present invention provides the following technical solutions:
  • a comprehensive construction method for a shallow buried section of a tunnel in a municipal railway mine method comprises the following steps:
  • step S1 surface grouting is performed on the shallow buried section of the tunnel. After the surface grouting is completed, an EVA waterproofing board is laid within the grouting range and concrete is poured on the surface of the waterproofing board to seal off the infiltration of surface water;
  • Step S2 stake out according to the design drawings, drill holes on the stakeout coordinates with a drilling rig, clean up the drill holes after the drilling is completed, and put the pipe shed into the drill holes;
  • Step S3 install a grouting valve on the pipe shed, plug the borehole and its surrounding cracks with an anchoring agent, and grouting the pipe shed with a grouting machine;
  • the length of the pipe shed is made according to a cycle of 10m.
  • the overlapping length of the pipe shed in each cycle is ⁇ 3m.
  • the outer side of each steel pipe end used in the pipe shed is pre-processed with a 150mm filament buckle.
  • the connecting steel pipe adopts a seamless 300mm long and 95mm outer diameter.
  • connecting steel pipes with internal threading the number of inner joints in the same section shall not exceed 50% of the total number of steel pipes;
  • Step S4 adopts the temporary inverted arch method of three steps to excavate the tunnel, and carries out the initial stage support construction to the excavation part;
  • the temporary inverted arch method of the three steps includes:
  • the excavation method of three-step temporary inverted arch is adopted in the excavation of the tunnel, so that the safety of the excavation footage is greatly guaranteed.
  • the inner pipe shed support and advanced pre-grouting auxiliary excavation construction method truly achieves safe excavation, improves quality and efficiency, solves the hidden dangers of construction in the shallow buried section of the tunnel, and reduces the probability of tunnel collapse and roof collapse.
  • the three-step temporary inverted arch method was adopted to greatly reduce the disturbance to the surrounding rock, and the temporary inverted arch support structure made the entire support system interlocked and more stable.
  • Figure 1 is the front layout of the pipe shed
  • Fig. 2 is a schematic diagram of pipe shed laying
  • Fig. 3 is three-step temporary inverted arch method process longitudinal section schematic diagram
  • Fig. 4 is three-step temporary inverted arch method process cross-sectional schematic diagram
  • Fig. 5 is the schematic diagram of arch unfolding
  • FIG. 6 is a schematic diagram of the connection of the arch frame.
  • the present invention provides a comprehensive construction method for the shallow buried section of the urban railway mining method tunnel, which is used for the construction of the shallow buried section tunnel 1 with abundant surface water and poor surrounding rock properties, so as to reduce the disturbance to the surrounding rock during the construction process, so as to ensure Safety during construction.
  • the construction method provided by the present invention includes the following steps:
  • step S1 surface grouting is performed on the shallow buried section of tunnel 1, and the surface is reinforced by surface grouting.
  • the grouting range is ten meters from the shallowest point of tunnel 1 buried depth in the direction of tunnel 1.
  • the surface is gradually reinforced over the width of the section.
  • Step S2 stake out according to the design drawings, drill holes on the stakeout coordinates with a drilling rig, clean up the drill holes after the drilling is completed, and push the pipe shed 2 into the drill holes;
  • the construction of pipe shed 2 shall be carried out.
  • the surveyors shall set out according to the design drawings and number each vacant space; then the drillers shall use the down-the-hole drilling machine to drill the holes; after the drilling is completed, the high-pressure air pipes shall be used. Remove residue from the wells.
  • the diameter of the drilled hole is 3-5mm larger than the diameter of the steel pipe.
  • the distance between the circumferential pipes is 40cm.
  • Steel pipe construction error: the radial direction is not more than 20cm, and the circumferential direction between adjacent steel pipes is not more than 10cm.
  • the jacking length is not less than 95% of the length of the steel pipe, and high-pressure air is used to blow out the sand and gravel in the steel pipe again.
  • Step S3 install a grouting valve on the pipe shed 2, plug the borehole and its surrounding cracks with an anchoring agent, and grouting the pipe shed 2 through a grouting machine; after the pipe shed 2 is installed, plug the hole with an anchoring agent If necessary, spray concrete near the pipe shed 2 and the working face to prevent the collapse of the working face, install the slurry stop valve, and ensure the smoothness of the slurry stop valve.
  • step S4 the tunnel 1 is excavated by the three-step temporary inverted arch method, and the initial support construction is carried out for the excavation part.
  • step S4 the three-step temporary inverted arch method includes:
  • step 1.2 excavate on one side of the tunnel 1 section. During excavation, keep the excavation progress on both sides of the tunnel 1 section with a certain distance. After the excavation of any side is completed, immediately align the upper step 1.1.
  • Arch 3 The arch frame is extended through the arch frame extension part 3.1 at the arch foot of the excavation. After the arch foot is erected, the anchor rod 6 is set up, and the two sides of the excavation part are re-sprayed with concrete to the design thickness; after the arch foot erection on both sides is completed After that, a temporary steel frame was erected on the excavation ground as a temporary inverted arch. After the setting was completed, concrete was sprayed for sealing; among them, the excavation mileage on both sides was staggered by 2-3m spacing.
  • the arch frame is connected by the arch frame connecting part 3.1 at the arch foot. After the arch frame 3 on both sides is completed, an I16 temporary steel frame is set on the excavation ground as a temporary inverted arch with a distance of 0.6m. The temporary steel frame and the arch frame 3 The main body is connected, as shown in Figure 6. After the setting is completed, the bottom is sprayed with 10cm thick c25 concrete to seal it.
  • Excavate the next step 1.3 excavate on one side of the tunnel 1 section, keep the excavation progress on both sides of the tunnel 1 section with a certain distance during excavation.
  • the arch frame is connected through the arch frame connecting part 3.1. After the arch leg is erected, the anchor rod 6 is set up, and the concrete is re-sprayed to the design thickness.
  • the excavation mileage on both sides is staggered by 2-3m.
  • the arch of the upper step 1.1 is immediately connected through the arch extension part 3.1, and the joints are connected by two 16mm thick steel plates. , 3mm thick rubber backing plate is sandwiched between the steel plates, the steel plates are connected with M27 supporting bolts and nuts, and the steel frame is fully welded on the steel plate; after the steel frame is erected, the anchor rod 6 is set, and the c25 concrete is sprayed again to the design thickness.
  • the excavation and support footage per cycle of the upper step 1.1 should not be greater than 1 arch frame and 3 spacings; the middle step 1.2 excavation support footage per cycle should not be greater than 2 arch frames and 3 spacings; the lower step 1.3 every The footage of circular excavation support shall not be greater than 2 arches and 3 spacings.
  • the spacing between each arch frame 3 is 0.6m.
  • two thick steel plates are used for butt joints at the arch connecting part 3.1 at the arch connecting length, the steel plates are connected by matching bolts and nuts, and the arch 3 is fully welded on the steel plate A thick rubber backing plate is sandwiched between the steel plates.
  • the steel plate is connected with the arch frame 3, and the rubber pad is used for buffering, so as to reduce the disturbance to the surrounding rock during the excavation process.
  • both sides of the arch frame 3 are provided with foot-locking anchor pipes 7, and no less than two foot-locking anchor pipes 7 on each side are close to the arch frame 3, and the foot-locking anchor pipes 7 are After entering, the steel bars 9 are tightly welded with the arches 3, and the longitudinal steel bars 9 are used to connect the adjacent arches 3.
  • the circumferential spacing of the steel bars 9 is 1.0m.
  • step S2 when setting out, the hole positions are numbered, wherein the odd-numbered holes are pushed into the steel flower tubes as the pipe shed 2, and the even-numbered holes are pushed into the seamless steel pipes as the pipe shed 2 .
  • the pipe shed 2 is made of hot-rolled seamless steel pipes with an outer diameter of 89 mm and a wall thickness of 5 mm.
  • the outer side of each steel pipe end used in the pipe shed 2 is pre-processed with 150mm long threaded buttons, and the connecting steel pipes are made of seamless steel pipes with a length of 300 mm and an outer diameter of 95 mm. 50% of the number of steel pipes, grouting holes are drilled on the steel flower pipe, the spacing is 150mm, the diameter of The lap length of pipe shed 2 is ⁇ 3m, of which the odd-numbered holes are made of steel flower tubes, and the even-numbered holes are made of seamless steel pipes.
  • the pipe shed 2 is grouted by the following steps:
  • the grouting material of pipe shed 2 adopts cement slurry, and the water-cement ratio is 1:1 (weight ratio);
  • Steel flower tubes are used for odd-numbered holes, and seamless steel tubes are used for even-numbered holes.
  • steel flower tubes are installed and grouted, and then seamless steel tubes are installed to check the grouting quality of steel flower tubes;
  • the cement slurry is prepared in a mixing bucket. When configuring the cement slurry, prevent the mixing of sundries. The mixed slurry must be filtered before it can be used;
  • the prepared slurry should be filled within the specified time and used as needed;
  • the grouting sequence is from bottom to top, the grouting amount is first large and then small, and the grouting pressure is from small to large;
  • the grouting can be terminated when the grouting volume reaches the design grouting volume or the grouting pressure reaches the design final pressure;
  • step S1 grouting points are arranged within the grouting range divided by the ground surface, and grouting is performed using a grouting pipe.
  • the grouting range divided by the ground grouting points are arranged in a plum blossom shape with a spacing of 1 m.
  • the grouting pipe is grouted with a 42mm diameter steel flower pipe.
  • the grouting material is cement slurry (1:1), and the grouting pressure is 0.8MPa.
  • EVA waterproof board is laid in the grouting range and 10cm thick C20 concrete is poured on the surface of the waterproof board to seal it to isolate the infiltration of surface water.
  • the tube shed 2 is produced in a cycle of every 10m, and the overlapping length of the tube shed 2 per cycle is not less than 3m. It can be understood that, the above description is only exemplary, and the embodiment of the present application does not limit this.
  • the present invention provides a comprehensive construction method for the shallow buried section of the urban railway mining method tunnel.
  • the tunnel 1 is grouted through the pipe shed 2 to improve the properties of the surrounding rock of the tunnel 1.
  • the surface of the tunnel 1 is grouted.
  • the grouting points are arranged in a plum blossom shape with a spacing of 1 meter.
  • the grouting pipe is grouted with a diameter of 42mm steel flower pipe. It has been verified that the present invention can reduce the disturbance to the surrounding rock during the construction process when constructing the shallow buried tunnel 1 with abundant surface water and poor surrounding rock properties, so as to ensure the safety of the construction process.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geology (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

一种市域铁路矿山法隧道浅埋段综合施工方法，包括以下步骤：步骤S1，对隧道(1)浅埋段进行地表注浆；步骤S2，按照设计图纸进行放样，在放样坐标上通过钻机进行钻孔，钻孔完成后进行钻孔清理，并将管棚(2)顶入钻孔；步骤S3，在管棚上安装止浆阀，用锚固剂封堵钻孔及其周围裂隙，通过注浆机对管棚进行注浆；步骤S4，采用三台阶临时仰拱法对隧道进行开挖，并对开挖部进行初期支护施工。该施工方法真正做到安全开挖，提质增效，解决了隧道浅埋段施工安全隐患，降低了隧道发生坍塌冒顶事故的概率，适用于隧道浅埋、围岩破碎夹层、地表水较丰富的地质条件。

Description

一种市域铁路矿山法隧道浅埋段综合施工方法 技术领域
本发明属于隧道工程施工技术领域，具体涉及一种市域铁路矿山法隧道浅埋段综合施工方法。
背景技术
目前，我国在隧道工程施工中，虽然整套流程工艺工法已经成熟完整，但是部分隧道工程在施工过程中安全事故依然时有发生，主要原因是隧道工程的地层岩性、地质构造、地下水分布等各种原因的不确定性、不可预见性，导致在施工过程中遇到特殊地质、地貌没有可借鉴的施工经验。
尤其在浅埋段施工过程中，现场实际最小埋深为较浅，围岩为强风化凝灰岩，设计评定为V级围岩，表层为3～4m粉质黏土夹碎石覆盖层，雨季地表水比较丰富，易发生冒顶坍塌等问题，无法保证隧道浅埋段的施工安全。
发明内容
本发明的目的是克服上述现有技术中的问题，提供一种适用于地表水丰富、围岩性质较差的浅埋段隧道施工的方法。
为了实现上述目的，本发明提供如下技术方案：
一种市域铁路矿山法隧道浅埋段综合施工方法，施工方法包括以下步骤：
步骤S1，对隧道浅埋段进行地表注浆,对地表注浆完成后，在注浆范围内铺设EVA防水板并在防水板表面浇筑混凝土封闭，隔离地表水的渗透；
步骤S2，按照设计图纸进行放样，在放样坐标上通过钻机进行钻孔，钻孔完成后进行钻孔清理，并将管棚顶入钻孔；
步骤S3，在管棚上安装止浆阀，用锚固剂封堵钻孔及其周围裂隙，通过注浆机对管棚进行注浆；
管棚长度按照10m一个循环进行制作，每循环管棚搭接长度≮3m，管棚使用的每节钢管端头外侧均预加工150mm长丝扣，连接钢管采用长300mm，外径95mm的无缝钢管，连接钢管通长内车丝扣，同一断面内接头数量不得超过总钢管数的50％；
步骤S4，采用三台阶临时仰拱法对隧道进行开挖，并对开挖部进行初期 支护施工；三台阶临时仰拱法包括：
开挖上台阶，上台阶开挖完成后，首先对开挖部的围岩面喷射混凝土；架立拱架作为支撑，待支护措施完成后复喷至设计规定厚度；其中，围岩拱部利用锚杆锚固，两侧钢架架设完成后，在开挖地面上设置临时钢架作为临时仰拱；相邻钢架间采用的钢筋进行连接；
开挖中台阶，在隧道断面的单侧进行开挖，开挖时保持隧道断面两侧的开挖进度具有一定间距，任意一侧开挖完毕后，立即对上台阶拱架的拱脚处进行拱架接长，拱脚架设完毕后打设锚杆，并对开挖部两侧复喷混凝土至设计厚度；待两侧拱脚架设完成后，在开挖地面架设临时钢架作为临时仰拱，设置完成后，喷设混凝土进行封闭；
开挖下台阶，在隧道断面的单侧进行开挖，开挖时保持隧道断面两侧的开挖进度具有一定间距，任意一侧开挖完毕后，立即对拱架的拱脚处进行拱架接长，拱脚架设完毕后打设锚杆，复喷混凝土至设计厚度。
有益效果：
针对隧道浅埋、围岩破碎夹层、地表水较丰富的特点，隧道洞内开挖采用三台阶临时仰拱的开挖方法，使开挖进尺的安全性得到了极大的保障，并且通过洞内管棚支护及超前预注浆辅助开挖施工方式，真正做到安全开挖，提质增效，解决了隧道浅埋段施工安全隐患，降低了隧道发生坍塌冒顶事故的概率。
开挖过程中采用三台阶临时仰拱的方法，大大减小对围岩的扰动，通过临时仰拱支护结构使得整个支护体系环环相扣，更加稳定。
附图说明
图1为管棚正面布置图；
图2为管棚打设示意图；
图3为三台阶临时仰拱法工序纵断面示意图；
图4为三台阶临时仰拱法工序横断面示意图；
图5为拱架展开示意图；
图6为拱架接长连接示意图。
图例说明：1、隧道；2、管棚；3、拱架；4、复喷混凝土层；5、初喷混凝土层；6、锚杆；7、锁脚锚管；8、仰拱；9、钢筋；1.1、上台阶；1.2、中 台阶；1.3、下台阶；3.1、拱架接长部。
具体实施方式
本发明提供一种市域铁路矿山法隧道浅埋段综合施工方法，用于对地表水丰富、围岩性质较差的浅埋段隧道1进行施工，降低施工过程中对围岩的扰动，以保证施工过程的安全性。
如图1-6所示，本发明所提供的施工方法包括以下步骤：
步骤S1，对隧道1浅埋段进行地表注浆，采取地表注浆方式对地表进行加固，注浆范围为自隧道1埋深最浅点沿隧道1方向前后各十米，两侧按隧道1断面宽度范围对地表进行逐渐加固。
步骤S2，按照设计图纸进行放样，在放样坐标上通过钻机进行钻孔，钻孔完成后进行钻孔清理，并将管棚2顶入钻孔；
隧道1内开挖前先进行管棚2施工，测量人员按照设计图纸进行放样，并对每个空位进行编号；然后钻孔人员使用潜孔钻机进行钻孔；钻孔完毕后，使用高压风管对孔内残留物进行清除。钻孔直径比钢管直径大3～5mm，管棚2钻孔共46孔，环向管间距40cm，钻孔倾角外插角≯12°，具体可根据实际情况进行调整。钢管施工误差：径向不大于20cm，相邻钢管之间环向不大于10cm。钻孔清孔完毕后，使用锤击或钻机顶入，顶入长度不小于钢管长度的95％，并用高压风再次将钢管内砂石吹出。
步骤S3，在管棚2上安装止浆阀，用锚固剂封堵钻孔及其周围裂隙，通过注浆机对管棚2进行注浆；管棚2安设后，用锚固剂封堵孔口及周围裂隙，必要时在管棚2附近及工作面喷射混凝土，以防止工作面坍塌，安装止浆阀，并保证止浆阀的通畅性。
步骤S4，采用三台阶临时仰拱法对隧道1进行开挖，并对开挖部进行初期支护施工。
在本申请的另一可选实施例中，步骤S4中，三台阶临时仰拱法包括：
开挖上台阶1.1，上台阶1.1开挖完成后，首先对开挖部的围岩面喷射混凝土；架立拱架3作为支撑；台阶开挖完成后随上台阶1.1对应的洞身施作初期支护，首先对开挖后的围岩面采用c25混凝土喷射初喷混凝土，从而形成初喷混凝土层5，喷射厚度为4cm，待支护措施完成后复喷至设计规定厚度，喷射工艺为湿喷工艺。架立拱架3，拱架3采用I18型刚钢架作为支撑， 拱架3间距0.6m，拱架3架设布置，如下图3-5所示，拱架3每侧拱脚采用Φ42mm，L＝4.0m的无缝钢管作为锁脚锚管，每侧两根紧贴拱架3，锚管打入后采用钢筋9与拱架3紧密焊接，钢筋型号为Φ22U型螺纹，相邻钢架间采用的钢筋9进行连接，型钢钢架在初喷4cm的c25混凝土喷射混凝土后架设，架设完毕后复喷混凝土至设计厚度，以形成复喷混凝土层4。围岩拱部利用锚杆6锚固，锚杆6采用Φ22中空锚杆，长为4m；边墙采用Φ22砂浆锚杆，长为4m，锚杆6间距布置为环纵向1.2m*1.0m，两侧钢架架设完成后，在开挖地面上设置I16临时钢架作为临时仰拱，间距0.6m，设置完成后，底部喷10cm厚c25混凝土封闭。
开挖中台阶1.2，在隧道1断面的单侧进行开挖，开挖时保持隧道1断面两侧的开挖进度具有一定间距，任意一侧开挖完毕后，立即对上台阶1.1拱架3的拱脚处处进行通过拱架接长部3.1进行拱架接长，拱脚架设完毕后打设锚杆6，并对开挖部两侧复喷混凝土至设计厚度；待两侧拱脚架设完成后，在开挖地面架设临时钢架作为临时仰拱，设置完成后，喷设混凝土进行封闭；其中，双侧开挖里程错开2-3m间距，一侧开挖完毕后，立即对上台阶1.1拱脚处通过拱架接长部3.1进行拱架接长，两侧拱架3完成后，在开挖地面上设置I16临时钢架作为临时仰拱，间距0.6m，临时钢架与拱架3主体连接，如图6示，设置完成后，底部喷10cm厚c25混凝土封闭。
开挖下台阶1.3，在隧道1断面的单侧进行开挖，开挖时保持隧道1断面两侧的开挖进度具有一定间距，任意一侧开挖完毕后，立即对拱架3的拱脚处通过拱架接长部3.1进行拱架接长，拱脚架设完毕后打设锚杆6，复喷混凝土至设计厚度。
其中，双侧开挖里程错开2-3m间距，一侧开挖完毕后，立即对上台阶1.1拱脚处通过拱架接长部3.1进行拱架接长，接头处采用两片16mm厚钢板对接，钢板间夹3mm厚橡胶垫板，钢板采用M27配套螺栓螺母连接，型刚钢架满焊在钢板上；钢架架设完毕后打设锚杆6，复喷c25混凝土喷射混凝土至设计厚度。
在本实施例中，上台阶1.1每循环开挖支护进尺不应大于1榀拱架3间距；中台阶1.2每循环开挖支护进尺不应大于2榀拱架3间距；下台阶1.3每循环开挖支护进尺不应大于2榀拱架3间距。每榀拱架3的间距为0.6m。
在本申请的另一可选实施例中，拱脚处通过拱架接长部3.1拱架接长的接头处采用两片厚钢板对接，钢板采用配套螺栓螺母连接，拱架3满焊在钢板上，钢板间夹有厚橡胶垫板。通过钢板与拱架3进行连接，同时利用橡胶垫板进行缓冲，降低开挖过程中对围岩的扰动。
在本申请的另一可选实施例中，拱架3两侧均设有锁脚锚管7，每侧不少于两根锁脚锚管7紧贴拱架3，锁脚锚管7打入后采用钢筋9与拱架3紧密焊接，相邻拱架3间采用纵向的钢筋9进行连接，钢筋9的环向间距为1.0m。
在本申请的另一可选实施例中，步骤S2中，进行放样时，对孔位进行编号，其中，奇数孔顶入钢花管作为管棚2，偶数孔顶入无缝钢管作为管棚2。
管棚2采用外径89mm、壁厚5mm热轧无缝钢管。管棚2使用的每节钢管端头外侧均预加工150mm长丝扣，连接钢管采用长300mm，外径95mm的无缝钢管，连接钢管通长内车丝扣，同一断面内接头数量不得超过总钢管数的50％，钢花管上面钻注浆孔，间距150mm，孔径10～16mm，梅花形布设，尾部预留长150mm无孔止浆段，管棚2长度按照10m一个循环进行制作，每循环管棚2搭接长度≮3m，其中奇数孔采用钢花管，偶数孔采用无缝钢管。
施工时先打设钢花管并注浆，然后打设无缝钢管对应的钻孔，在进行无缝钢管注浆孔钻孔时，通过钻孔的压力及出渣情况来检查钢花管的注浆质量。
通过如下步骤对管棚2进行注浆：
1)管棚2注浆材料采用水泥浆液，水灰比为1：1(重量比)；
2)注浆压力为1.0MPa，并根据实际情况进行调整；
3)奇数孔采用钢花管，偶数孔采用无缝钢管，施工时先打设钢花管并注浆，然后打设无缝钢管以便检查钢花管的注浆质量；
4)注浆前进行压水试验，检查机械设备是否正常，管路连接是否正确；
5)水泥浆液采用拌合桶配制，配置水泥浆时，防止杂物混入，拌制好的浆液必须过滤后，方可使用；
6)配制好的浆液在规定时间内注完，随配随用；
7)注浆顺序由下至上，注浆量先大后小，注浆压力由小到大；
8)浆量达到设计注浆量或注浆压力达到设计终压时可结束注浆；
9)注浆过程中要随时观察注浆压力及注浆泵排浆量的变化，分析注浆情 况，防止堵管、跑浆、漏浆。并做好注浆记录，以便分析注浆效果；
10)当发生串浆时，采用分浆器多孔注浆或堵塞串浆孔隔孔注浆；当注浆压力突然升高时应停机查明原因；当水泥浆进浆量很大、压力不变时，则应调整浆液浓度及配合比，缩短凝胶时间，采用小流量低压力注浆或间歇式注浆。
在本申请的另一可选实施例中，步骤S1中，对地表划分的注浆范围内布设注浆点，并利用注浆管进行注浆。对地表划分的注浆范围内按1米间距梅花形布设注浆点，注浆管采用直径42mm钢花管进行注浆，注浆材料采用水泥浆液(1:1)，注浆压力为0.8MPa。对地表注浆完成后，在注浆范围内铺设EVA防水板并在防水板表面浇筑10cm厚C20混凝土封闭，隔离地表水的渗透。管棚2以每10m一个循环进行制作，每循环管棚2搭接长度不小于3m。可以理解的是，以上描述仅为示例性的，本申请实施例对此并不进行限定。
综上，本发明提供了一种市域铁路矿山法隧道浅埋段综合施工方法，通过管棚2进行隧道1注浆，以此提高隧道1围岩的性质，除此之外，对隧道1地表划分的注浆范围内按1米间距梅花形布设注浆点，注浆管采用直径42mm钢花管进行注浆，注浆完成后进行防渗水处理，从而降低地表水的渗透，提高施工的安全性，经验证，本发明在对地表水丰富、围岩性质较差的浅埋段隧道1进行施工，能够降低施工过程中对围岩的扰动，以保证施工过程的安全性。

Claims (9)

  1. 一种市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，所述施工方法包括以下步骤：
    步骤S1，对隧道浅埋段进行地表注浆,对地表注浆完成后，在注浆范围内铺设EVA防水板并在防水板表面浇筑混凝土封闭，隔离地表水的渗透；
    步骤S2，按照设计图纸进行放样，在放样坐标上通过钻机进行钻孔，钻孔完成后进行钻孔清理，并将管棚顶入钻孔；
    步骤S3，在管棚上安装止浆阀，用锚固剂封堵钻孔及其周围裂隙，通过注浆机对管棚进行注浆；
    管棚长度按照10m一个循环进行制作，每循环管棚搭接长度≮3m，管棚使用的每节钢管端头外侧均预加工150mm长丝扣，连接钢管采用长300mm，外径95mm的无缝钢管，连接钢管通长内车丝扣，同一断面内接头数量不得超过总钢管数的50％；
    步骤S4，采用三台阶临时仰拱法对隧道进行开挖，并对开挖部进行初期支护施工；所述三台阶临时仰拱法包括：
    开挖上台阶，上台阶开挖完成后，首先对开挖部的围岩面喷射混凝土；架立拱架作为支撑，待支护措施完成后复喷至设计规定厚度；其中，围岩拱部利用锚杆锚固，两侧钢架架设完成后，在开挖地面上设置临时钢架作为临时仰拱；相邻钢架间采用的钢筋进行连接；
    开挖中台阶，在隧道断面的单侧进行开挖，开挖时保持隧道断面两侧的开挖进度具有一定间距，任意一侧开挖完毕后，立即对上台阶拱架的拱脚处进行拱架接长，拱脚架设完毕后打设锚杆，并对开挖部两侧复喷混凝土至设计厚度；待两侧拱脚架设完成后，在开挖地面架设临时钢架作为临时仰拱，设置完成后，喷设混凝土进行封闭；
    开挖下台阶，在隧道断面的单侧进行开挖，开挖时保持隧道断面两侧的开挖进度具有一定间距，任意一侧开挖完毕后，立即对拱架的拱脚处进行拱架接长，拱脚架设完毕后打设锚杆，复喷混凝土至设计厚度。
  2. 根据权利要求1所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，上台阶每循环开挖支护进尺不应大于1榀拱架间距；
    中台阶每循环开挖支护进尺不应大于2榀拱架间距；
    下台阶每循环开挖支护进尺不应大于2榀拱架间距。
  3. 根据权利要求2所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，每榀拱架的间距为0.6m。
  4. 根据权利要求3所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，拱脚处拱架接长的接头处采用两片厚钢板对接，钢板采用配套螺栓螺母连接，拱架满焊在钢板上，钢板间夹有厚橡胶垫板。
  5. 根据权利要求4所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，拱架两侧均设有锁脚锚管，每侧不少于两根锁脚锚管紧贴拱架，锁脚锚管打入后采用钢筋与拱架紧密焊接，相邻拱架间采用纵向的钢筋进行连接，所述钢筋的环向间距为1.0m。
  6. 根据权利要求1所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，步骤S2中，进行放样时，对孔位进行编号，其中，奇数孔顶入钢花管作为管棚，偶数孔顶入无缝钢管作为管棚。
  7. 根据权利要求6所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，施工时先打设钢花管并注浆，然后打设无缝钢管对应的钻孔，在进行无缝钢管注浆孔钻孔时，通过钻孔的压力及出渣情况来检查钢花管的注浆质量。
  8. 根据权利要求1所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，步骤S1中，对地表划分的注浆范围内布设注浆点，并利用注浆管进行注浆；
    所述注浆点按1米间距呈梅花形分布。
  9. 根据权利要求1‐8任意一项所述的市域铁路矿山法隧道浅埋段综合施工方法，其特征在于，所述管棚以每10m一个循环进行制作，每循环管棚搭接长度不小于3m。
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