WO2021098444A1 - Technique for controlling tunneling parameters of shielded tunneling machine for rocky region at shielded tunneling launch point - Google Patents

Technique for controlling tunneling parameters of shielded tunneling machine for rocky region at shielded tunneling launch point Download PDF

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WO2021098444A1
WO2021098444A1 PCT/CN2020/123202 CN2020123202W WO2021098444A1 WO 2021098444 A1 WO2021098444 A1 WO 2021098444A1 CN 2020123202 W CN2020123202 W CN 2020123202W WO 2021098444 A1 WO2021098444 A1 WO 2021098444A1
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tunneling
grouting
excavation
shield
speed
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PCT/CN2020/123202
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French (fr)
Chinese (zh)
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孙振川
王凯
杨振兴
郭璐
李凤远
周建军
陈桥
王发民
孙飞祥
潘东江
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中铁隧道局集团有限公司
盾构及掘进技术国家重点实验室
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Publication of WO2021098444A1 publication Critical patent/WO2021098444A1/en

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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
    • E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/093—Control of the driving shield, e.g. of the hydraulic advancing cylinders
    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
    • C04B28/26—Silicates of the alkali metals
    • 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
    • E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
    • 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
    • E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
    • 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
    • E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield

Definitions

  • the invention relates to a tunneling technology of a shield machine, in particular to a technology for controlling the tunneling parameters of a shield machine in a boulder area at the beginning end of tunnel shielding.
  • the invention provides a tunnel shield excavation starting end boulder area shield machine parameters for the safe and smooth progress of shield construction. The control process.
  • the upper part of the cave is dominated by silt
  • the stratum of the cave is dominated by silt, silty soil and part of silty clay.
  • the stratum is not highly permeable, and the soil composed of soil particles and pore water is used as the main part.
  • the lateral pressure is directly calculated by the saturation gravity of the soil, and the pressure calculation of this section is determined by the calculation method of water and soil:
  • the excavation parameters should be adjusted in time.
  • the shield advancing speed shall be strictly controlled, combined with the requirements of penetration and cutter head speed, and the excavation speed of boulder shall be set. Set as 6-10mm/min;
  • Nn-n stratum occupies the proportion of the excavation surface.
  • Synchronous grouting is carried out in the shield tunneling process to fill the annular gap behind the tail tube segment in time to ensure that the grout is filled fully, and the grouting grout chooses composite sand; in order to effectively control the floating amount of the segment, stabilize the segment as soon as possible and reduce the number of segments Stress concentration and damage occurred during shield tunneling; appropriately shorten the initial setting time of cement mortar, the setting time is about 3-6h, and the strength of the slurry is not less than 2.5Mpa.
  • the secondary grouting system is activated; grouting
  • the material is cement-water glass double-liquid grout.
  • the grouting sequence is symmetrical upward from the bottom grouting hole.
  • the cement is PO 42.5 ordinary cement, and the water-cement ratio is 1:1; the glass degree is controlled between 25 and 35be; Cement slurry: the volume ratio of water glass is 1:1, the solidification time of the two-liquid slurry is about 40S, and the grouting pressure is 0.5 ⁇ 0.6MPa.
  • the tunneling speed value should be kept as constant as possible and fluctuations should be reduced to ensure the stable water pressure of the cut and the smooth flow of the mud delivery and discharge pipes.
  • the excavation speed it should be adjusted gradually to avoid the sudden change in speed from causing impact disturbance to the formation and causing excessive water pressure swing in the cut.
  • the invention provides a process for controlling the tunneling parameters of the shield machine in the boulder area at the beginning end of the tunnel shield tunneling. It includes the following steps:
  • Nn-n stratum occupies the proportion of the excavation surface.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Geology (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Environmental & Geological Engineering (AREA)
  • Architecture (AREA)
  • Ceramic Engineering (AREA)
  • Civil Engineering (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Inorganic Chemistry (AREA)
  • Materials Engineering (AREA)
  • Organic Chemistry (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

A technique for controlling the tunneling parameters of a shielded tunneling machine for a rocky region at a shielded tunneling launch point, said technique being aimed at situations in which rock is present during tunneling. By means of building pressure with a mud tank, controlling shielded tunneling speed, controlling the amount of muck excavated, and controlling synchronous grouting and secondary grouting, the influence of the presence of rock on shielded construction is fundamentally eliminated, thus realizing the safe and smooth execution of shielded construction.

Description

一种隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺Control technology for tunneling parameters of shield machine in boulder area at starting end of tunnel shielding 技术领域Technical field
本发明涉及一种盾构机掘进工艺，具体涉及一种隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺。The invention relates to a tunneling technology of a shield machine, in particular to a technology for controlling the tunneling parameters of a shield machine in a boulder area at the beginning end of tunnel shielding.
背景技术Background technique
近年来，随着社会不断发展，越来越多的轨道交通建设在大规模进行，基岩受地质构造条件、岩浆成分和围岩物质成分的控制和影响，在风化过程中很容易发育出未风化或者微风化的坚硬球状体，即“孤石”，在施工过程中将会遇到更复杂的工程地质条件，也将面临更多更难的工程地质问题。盾构施工自动化、信息化程度高，已成为我国地铁隧道施工的主要方式，孤石的存在对盾构施工影响极大，容易导致地面沉降和设备损坏，从而影响工期。In recent years, with the continuous development of society, more and more rail transit construction is being carried out on a large scale. The bedrock is controlled and affected by the geological structure conditions, magma composition and surrounding rock material composition, and it is easy to develop in the process of weathering. Weathered or slightly weathered hard spheres, namely "solitary rocks", will encounter more complicated engineering geological conditions during the construction process, and will also face more and more difficult engineering geological problems. Shield construction has a high degree of automation and information technology, and has become the main method of subway tunnel construction in my country. The existence of boulders has a great impact on shield construction, which can easily lead to ground settlement and equipment damage, thereby affecting the construction period.
发明内容Summary of the invention
本发明针对待挖掘隧道段孤石强度高、厚度大、分布范围广的特点，为了盾构施工的安全顺利进行，提供一种隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺。Aiming at the characteristics of high strength, large thickness and wide distribution of boulders in the tunnel section to be excavated, the invention provides a tunnel shield excavation starting end boulder area shield machine parameters for the safe and smooth progress of shield construction. The control process.
一种隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺。包括以下步骤：A technology for controlling the tunneling parameters of a shield machine in the boulder area at the beginning end of tunnel shield tunneling. It includes the following steps:
(1)泥仓建压(1) Pressure built in mud silo
盾构孤石区掘进段，洞身上部以淤泥为主，洞地层以淤泥、淤泥质土及部分粉质粘土为主，地层透水性不强，以土粒与孔隙水共同组成的 土体作为对象，直接用土的饱和重度计算侧压力，该段压力计算采用水土合算的计算方式确定：In the excavation section of the shield boulder area, the upper part of the cave is dominated by silt, and the stratum of the cave is dominated by silt, silty soil and part of silty clay. The stratum is not highly permeable, and the soil composed of soil particles and pore water is used as the main part. For the object, the lateral pressure is directly calculated by the saturation gravity of the soil, and the pressure calculation of this section is determined by the calculation method of water and soil:
Pa＝γ*H*Ka+pPa=γ*H*Ka+p
式中：γ--地层饱和重度(kN/m 3)； In the formula: γ-stratum saturation severity (kN/m 3 );
H--隧道顶部埋深(m)；H--The buried depth of the top of the tunnel (m);
Ka--主动土压力系数Ka＝tan2(45°-φ/2)；Ka--active earth pressure coefficient Ka=tan2(45°-φ/2);
p--地面荷载；p--ground load;
φ--地层内摩擦角度；φ--The friction angle within the formation;
(2)盾构推进速度控制(2) Shield advancing speed control
始发端头孤石区掘进时，掘进参数要适时调整，根据孤石掘进刀具低贯入度的要求，严格控制盾构推进速度，结合贯入度、刀盘转速要求，孤石掘进速度设定为6-10mm/min；During the excavation in the boulder area at the starting end, the excavation parameters should be adjusted in time. According to the requirement of low penetration of boulder excavating tools, the shield advancing speed shall be strictly controlled, combined with the requirements of penetration and cutter head speed, and the excavation speed of boulder shall be set. Set as 6-10mm/min;
(3)渣土开挖量的控制(3) Control of excavation amount of muck
渣土开挖量是泥水平衡盾构施工管理中的重要参数之一，根据进、排浆的流量计和密度仪测定的各种流量和密度，可以得出每环的实际开挖量：The excavation volume of the muck is one of the important parameters in the construction management of the mud-water balance shield. According to the various flow rates and densities measured by the flow meters and density meters of the slurry inlet and discharge, the actual excavation volume of each ring can be obtained:
Figure PCTCN2020123202-appb-000001
Figure PCTCN2020123202-appb-000001
式中：B―开挖量In the formula: B-excavation amount
Q、S―出浆流量、进浆流量(根据盾构流量计得出)Q, S-slurry flow rate, slurry flow rate (based on shield flowmeter)
δ、β―出浆比重、进浆比重(根据盾构比重计得出)δ, β-the specific gravity of the pulp, the specific gravity of the pulp (calculated according to the shield specific gravity)
t―每环掘进时间t―Drilling time per ring
每环盾构掘进设计开挖量：Design excavation volume of shield tunneling per ring:
B'＝π*(D/2) 2*(ρ 1N 1+ρ 2N 2+...ρ nN n) B'=π*(D/2) 2 *(ρ 1 N 1 +ρ 2 N 2 +...ρ n N n )
式中：B'―设计开挖量In the formula: B'-design excavation volume
D―隧道开挖直径，D-tunnel excavation diameter,
ρn―对应地层密度ρn―corresponding formation density
Nn―n号地层在开挖面中占比。Nn-n stratum occupies the proportion of the excavation surface.
进一步地，所述还包括步骤(4)同步注浆及二次注浆的控制，包括以下步骤：Further, the step (4) the control of synchronous grouting and secondary grouting includes the following steps:
①同步注浆①Synchronous grouting
当盾尾通过两道洞门钢丝刷密封后进入洞内20cm时，进行盾尾注浆，孤石段掘进同步注浆采用水泥砂浆；注浆时必须密切关注洞门密封装置的变形情况，出现漏浆及时停止注浆，根据具体情况及时采取相应的措施进行处理；When the shield tail enters the cave 20cm after being sealed by the two tunnel door wire brushes, the shield tail grouting is carried out, and cement mortar is used for simultaneous grouting in the excavation of the boulder section. When grouting, close attention must be paid to the deformation of the tunnel door sealing device, and leakage occurs. Stop grouting in time, and take corresponding measures to deal with in time according to the specific situation;
在盾构掘进过程中进行同步注浆及时填充脱出盾尾管片背后的环形间隙，保证浆液填充饱满，注浆浆液选择复合砂；为有效控制管片上浮量，尽早稳定管片，减少管片在盾构掘进过程中出现应力集中破损；适当缩短水泥砂浆初凝时间，凝结时间在3～6h左右，浆液的强度不小于2.5Mpa。Synchronous grouting is carried out in the shield tunneling process to fill the annular gap behind the tail tube segment in time to ensure that the grout is filled fully, and the grouting grout chooses composite sand; in order to effectively control the floating amount of the segment, stabilize the segment as soon as possible and reduce the number of segments Stress concentration and damage occurred during shield tunneling; appropriately shorten the initial setting time of cement mortar, the setting time is about 3-6h, and the strength of the slurry is not less than 2.5Mpa.
②二次注浆②Secondary grouting
孤石段掘进应加强二次注浆施工，进一步控制管片上浮，在衬砌管片外弧面形成隔水封闭环，有效减少管片所受到的地下水浮力；The excavation of the boulder section should strengthen the secondary grouting construction to further control the floating of the pipe segments, forming a water-proof closed ring on the outer arc surface of the lining pipe segment, and effectively reduce the buoyancy of the groundwater on the pipe segment;
根据施工情况，在掘进过程中或管片安装完成后，若发生盾尾管片漏水、管片较大上浮、地表发生较大沉降或发生突发险情时，启动二次 注浆系统；注浆材料采用水泥～水玻璃双液浆，注浆顺序从底部注浆孔左右对称向上注浆，水泥采用P.O 42.5普通水泥，水灰比采用1：1；玻美度控制在25～35be之间；水泥浆：水玻璃体积比1：1，双液浆凝固时间为40S左右，注浆压力0.5～0.6MPa注浆时必须密切关注洞门密封装置的变形情况，出现漏浆及时停止注浆，可采用间歇性注浆方法。According to the construction situation, during the tunneling process or after the segment installation is completed, if the shield tail segment leaks, the segment rises to a large extent, the surface undergoes a large subsidence, or a sudden danger occurs, the secondary grouting system is activated; grouting The material is cement-water glass double-liquid grout. The grouting sequence is symmetrical upward from the bottom grouting hole. The cement is PO 42.5 ordinary cement, and the water-cement ratio is 1:1; the glass degree is controlled between 25 and 35be; Cement slurry: the volume ratio of water glass is 1:1, the solidification time of the two-liquid slurry is about 40S, and the grouting pressure is 0.5～0.6MPa. When grouting, you must pay close attention to the deformation of the door sealing device. If leakage occurs, stop grouting in time. Intermittent grouting method is adopted.
进一步地，所述步骤(2)盾构掘进速度控制时，Further, in the step (2) during shield tunneling speed control,
①盾构启动时，盾构司机需检查千斤顶是否顶实，开始推进和结束推进之前加速度不宜过大。每环掘进开始时，应逐步缓慢提高掘进速度，防止启动速度过大冲击刀具。① When the shield is started, the driver of the shield needs to check whether the jack is strong enough, and the acceleration should not be too large before the start and end of the propulsion. At the beginning of each ring tunneling, the tunneling speed should be gradually increased slowly to prevent excessive starting speed from impacting the tool.
②每环正常掘进过程中，掘进速度值应尽量保持衡定，减少波动，以保证切口水压稳定和送、排泥管的畅通。在调整掘进速度时，应逐步调整，避免速度突变对地层造成冲击扰动和造成切口水压摆动过大。②During the normal tunneling process of each ring, the tunneling speed value should be kept as constant as possible and fluctuations should be reduced to ensure the stable water pressure of the cut and the smooth flow of the mud delivery and discharge pipes. When adjusting the excavation speed, it should be adjusted gradually to avoid the sudden change in speed from causing impact disturbance to the formation and causing excessive water pressure swing in the cut.
③推进速度的快慢必须满足每环掘进注浆量的要求，保证同步注浆系统始终处于良好工作状态。③The speed of the advancing speed must meet the requirements of the grouting volume of each ring tunneling to ensure that the synchronous grouting system is always in good working condition.
④掘进速度选取时，采用低速、低贯入度掘进，避免速度过大时掘进孤石对盾构机刀盘、刀具造成非正常损坏。④ When selecting the tunneling speed, use low-speed and low-penetration tunneling to avoid abnormal damage to the cutter head and cutters of the shield machine by the excavation of boulders when the speed is too high.
进一步地，所述步骤(3)渣土开挖量的控制措施为：Further, the step (3) control measures for the excavation amount of muck are as follows:
(1)合理建压，注意掘进过程中仓内压力调整，做好掘进过程中参数的总结分析，结合地表沉降监测数据、海面水位变化情况、地质变化情况进行建压值调整；(1) Build pressure reasonably, pay attention to the pressure adjustment in the silo during the tunneling process, do a summary analysis of the parameters during the tunneling process, and adjust the build pressure value based on the monitoring data of surface subsidence, sea level changes, and geological changes;
(2)泥浆参数优化调整。根据掘进过程中的不同地层的性质，做好对应泥浆参数调整。在砂质等渗透性较大地层，注意适当增大泥浆比重，在开挖面形成有效泥膜，支撑开挖面土体。(2) Optimization and adjustment of mud parameters. According to the properties of different strata in the tunneling process, adjust the corresponding mud parameters. In sandy and other highly permeable formations, attention should be paid to appropriately increasing the specific gravity of the mud to form an effective mud film on the excavation surface to support the soil on the excavation surface.
(3)切口压力控制，保持开挖仓压力稳定，掘进过程中尽量减少压力波动，控制气垫仓液位稳定，对粘性较大地层加强泥浆循环，避免滞排、堵仓等因素造成压力波动大，引起开挖面坍塌。(3) Cut pressure control to keep the pressure in the excavation bin stable, minimize pressure fluctuations during the tunneling process, control the stable liquid level of the air cushion bin, strengthen the mud circulation for the viscous formations, and avoid the pressure fluctuations caused by factors such as stagnant drainage and blockage. , Causing the excavation surface to collapse.
本发明提供的隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺，针对隧道存在孤石的情况，通过泥仓建压、盾构推进速度控制、渣土开挖量的控制、同步注浆及二次注浆的控制，基本消除孤石的存在对盾构施工的影响，实现盾构施工的安全顺利进行。The invention provides a technology for controlling the excavation parameters of the shield machine in the boulder area at the beginning of the tunnel shield excavation. Aiming at the presence of boulders in the tunnel, pressure is built in the mud bin, the speed of the shield is controlled, and the excavation volume of the muck is The control, synchronous grouting and secondary grouting control basically eliminate the influence of the existence of boulders on the shield construction, and realize the safe and smooth progress of the shield construction.
具体实施方式Detailed ways
本发明一种隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺。包括以下步骤：The invention provides a process for controlling the tunneling parameters of the shield machine in the boulder area at the beginning end of the tunnel shield tunneling. It includes the following steps:
(1)泥仓建压(1) Pressure built in mud silo
盾构孤石区掘进段，洞身上部以淤泥为主，洞地层以淤泥、淤泥质土及部分粉质粘土为主，地层透水性不强，以土粒与孔隙水共同组成的土体作为对象，直接用土的饱和重度计算侧压力，该段压力计算采用水土合算的计算方式确定：In the excavation section of the shield boulder area, the upper part of the cave is dominated by silt, and the stratum of the cave is dominated by silt, silty soil and part of silty clay. The stratum is not highly permeable, and the soil composed of soil particles and pore water is used as the main part. For the object, the lateral pressure is directly calculated by the saturation gravity of the soil, and the pressure calculation of this section is determined by the calculation method of water and soil:
Pa＝γ*H*Ka+pPa=γ*H*Ka+p
式中：γ--地层饱和重度(kN/m 3)； In the formula: γ-stratum saturation severity (kN/m 3 );
H--隧道顶部埋深(m)；H--The buried depth of the top of the tunnel (m);
Ka--主动土压力系数Ka＝tan2(45°-φ/2)；Ka--active earth pressure coefficient Ka=tan2(45°-φ/2);
p--地面荷载；p--ground load;
φ--地层内摩擦角度；φ--The friction angle within the formation;
(2)盾构推进速度控制(2) Shield advancing speed control
始发端头孤石区掘进时，掘进参数要适时调整，根据孤石掘进刀具低贯入度的要求，严格控制盾构推进速度，结合贯入度、刀盘转速要求，孤石掘进速度设定为8mm/min；During the excavation in the boulder area at the starting end, the excavation parameters should be adjusted in time. According to the requirement of low penetration of boulder excavating tools, the shield advancing speed shall be strictly controlled, combined with the requirements of penetration and cutter head speed, and the excavation speed of boulder shall be set. Set as 8mm/min;
(3)渣土开挖量的控制(3) Control of excavation amount of muck
渣土开挖量是泥水平衡盾构施工管理中的重要参数之一，根据进、排浆的流量计和密度仪测定的各种流量和密度，可以得出每环的实际开挖量：The excavation volume of the muck is one of the important parameters in the construction management of the mud-water balance shield. According to the various flow rates and densities measured by the flow meters and density meters of the slurry inlet and discharge, the actual excavation volume of each ring can be obtained:
Figure PCTCN2020123202-appb-000002
Figure PCTCN2020123202-appb-000002
式中：B―开挖量In the formula: B-excavation amount
Q、S―出浆流量、进浆流量(根据盾构流量计得出)Q, S-slurry flow rate, slurry flow rate (based on shield flowmeter)
δ、β―出浆比重、进浆比重(根据盾构比重计得出)δ, β-the specific gravity of the pulp, the specific gravity of the pulp (calculated according to the shield specific gravity)
t―每环掘进时间t―Drilling time per ring
每环盾构掘进设计开挖量：Design excavation volume of shield tunneling per ring:
B'＝π*(D/2) 2*(ρ 1N 1+ρ 2N 2+...ρ nN n) B'=π*(D/2) 2 *(ρ 1 N 1 +ρ 2 N 2 +...ρ n N n )
式中：B'―设计开挖量In the formula: B'-design excavation volume
D―隧道开挖直径，D-tunnel excavation diameter,
ρn―对应地层密度ρn―corresponding formation density
Nn―n号地层在开挖面中占比。Nn-n stratum occupies the proportion of the excavation surface.
(4)同步注浆及二次注浆的控制，包括以下步骤：(4) The control of simultaneous grouting and secondary grouting includes the following steps:
①同步注浆①Synchronous grouting
当盾尾通过两道洞门钢丝刷密封后进入洞内20cm时，进行盾尾注浆，孤石段掘进同步注浆采用水泥砂浆；注浆时必须密切关注洞门密封装置的变形情况，出现漏浆及时停止注浆，根据具体情况及时采取相应的措施进行处理；When the shield tail enters the cave 20cm after being sealed by the two tunnel door wire brushes, the shield tail grouting is carried out, and cement mortar is used for simultaneous grouting in the excavation of the boulder section. When grouting, close attention must be paid to the deformation of the tunnel door sealing device, and leakage occurs. Stop grouting in time, and take corresponding measures to deal with in time according to the specific situation;
在盾构掘进过程中进行同步注浆及时填充脱出盾尾管片背后的环形间隙，保证浆液填充饱满，注浆浆液选择复合砂；为有效控制管片上浮量，尽早稳定管片，减少管片在盾构掘进过程中出现应力集中破损；适当缩短水泥砂浆初凝时间，凝结时间在3～6h左右，浆液的强度不小于2.5Mpa。Synchronous grouting is carried out in the shield tunneling process to fill the annular gap behind the tail tube segment in time to ensure that the grout is filled fully, and the grouting grout chooses composite sand; in order to effectively control the floating amount of the segment, stabilize the segment as soon as possible and reduce the number of segments Stress concentration and damage occurred during shield tunneling; appropriately shorten the initial setting time of cement mortar, the setting time is about 3-6h, and the strength of the slurry is not less than 2.5Mpa.
②二次注浆②Secondary grouting
孤石段掘进应加强二次注浆施工，进一步控制管片上浮，在衬砌管片外弧面形成隔水封闭环，有效减少管片所受到的地下水浮力；The excavation of the boulder section should strengthen the secondary grouting construction to further control the floating of the pipe segments, forming a water-proof closed ring on the outer arc surface of the lining pipe segment, and effectively reduce the buoyancy of the groundwater on the pipe segment;
根据施工情况，在掘进过程中或管片安装完成后，若发生盾尾管片漏水、管片较大上浮、地表发生较大沉降或发生突发险情时，启动二次注浆系统；注浆材料采用水泥～水玻璃双液浆，注浆顺序从底部注浆孔左右对称向上注浆，水泥采用P.O 42.5普通水泥，水灰比采用1：1；玻美度控制在25～35be之间；水泥浆：水玻璃体积比1：1，双液浆凝固时间为40S左右，注浆压力0.5～0.6MPa注浆时必须密切关注洞门密封装置的变形情况，出现漏浆及时停止注浆，可采用间歇性注浆方法。According to the construction situation, during the tunneling process or after the segment installation is completed, if the shield tail segment leaks, the segment rises to a large extent, the surface undergoes a large subsidence, or a sudden danger occurs, the secondary grouting system is activated; grouting The material is cement-water glass double-liquid grout. The grouting sequence is symmetrical upward from the bottom grouting hole. The cement is PO 42.5 ordinary cement, and the water-cement ratio is 1:1; the glass degree is controlled between 25 and 35be; Cement slurry: the volume ratio of water glass is 1:1, the solidification time of the two-liquid slurry is about 40S, and the grouting pressure is 0.5～0.6MPa. When grouting, you must pay close attention to the deformation of the door sealing device. If leakage occurs, stop grouting in time. Intermittent grouting method is adopted.
进一步地，所述步骤(2)盾构掘进速度控制时，Further, in the step (2) during shield tunneling speed control,
①盾构启动时，盾构司机需检查千斤顶是否顶实，开始推进和结束推进之前加速度不宜过大。每环掘进开始时，应逐步缓慢提高掘进速度，防止启动速度过大冲击刀具。① When the shield is started, the driver of the shield needs to check whether the jack is strong enough, and the acceleration should not be too large before the start and end of the propulsion. At the beginning of each ring tunneling, the tunneling speed should be gradually increased slowly to prevent excessive starting speed from impacting the tool.
②每环正常掘进过程中，掘进速度值应尽量保持衡定，减少波动，以保证切口水压稳定和送、排泥管的畅通。在调整掘进速度时，应逐步调整，避免速度突变对地层造成冲击扰动和造成切口水压摆动过大。②During the normal tunneling process of each ring, the tunneling speed value should be kept as constant as possible and fluctuations should be reduced to ensure the stable water pressure of the cut and the smooth flow of the mud delivery and discharge pipes. When adjusting the excavation speed, it should be adjusted gradually to avoid the sudden change in speed from causing impact disturbance to the formation and causing excessive water pressure swing in the cut.
③推进速度的快慢必须满足每环掘进注浆量的要求，保证同步注浆系统始终处于良好工作状态。③The speed of the advancing speed must meet the requirements of the grouting volume of each ring tunneling to ensure that the synchronous grouting system is always in good working condition.
④掘进速度选取时，采用低速、低贯入度掘进，避免速度过大时掘进孤石对盾构机刀盘、刀具造成非正常损坏。④ When selecting the tunneling speed, use low-speed and low-penetration tunneling to avoid abnormal damage to the cutter head and cutters of the shield machine by the excavation of boulders when the speed is too high.
进一步地，所述步骤(3)渣土开挖量的控制措施为：Further, the step (3) control measures for the excavation amount of muck are as follows:
(1)合理建压，注意掘进过程中仓内压力调整，做好掘进过程中参数的总结分析，结合地表沉降监测数据、海面水位变化情况、地质变化情况进行建压值调整；(1) Build pressure reasonably, pay attention to the pressure adjustment in the silo during the tunneling process, do a summary analysis of the parameters during the tunneling process, and adjust the build pressure value based on the monitoring data of surface subsidence, sea level changes, and geological changes;
(2)泥浆参数优化调整。根据掘进过程中的不同地层的性质，做好对应泥浆参数调整。在砂质等渗透性较大地层，注意适当增大泥浆比重，在开挖面形成有效泥膜，支撑开挖面土体。(2) Optimization and adjustment of mud parameters. According to the properties of different strata in the tunneling process, adjust the corresponding mud parameters. In sandy and other highly permeable formations, attention should be paid to appropriately increasing the specific gravity of the mud to form an effective mud film on the excavation surface to support the soil on the excavation surface.
(3)切口压力控制，保持开挖仓压力稳定，掘进过程中尽量减少压力波动，控制气垫仓液位稳定，对粘性较大地层加强泥浆循环，避免滞排、堵仓等因素造成压力波动大，引起开挖面坍塌。(3) Cut pressure control to keep the pressure in the excavation bin stable, minimize pressure fluctuations during the tunneling process, control the stable liquid level of the air cushion bin, strengthen the mud circulation for the viscous formations, and avoid the pressure fluctuations caused by factors such as stagnant drainage and blockage. , Causing the excavation surface to collapse.
本发明提供的隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺，针对隧道存在孤石的情况，通过泥仓建压、盾构推进速度控制、 渣土开挖量的控制、同步注浆及二次注浆的控制，基本消除孤石的存在对盾构施工的影响，实现盾构施工的安全顺利进行。The technology for controlling the excavation parameters of the shield machine in the boulder area at the beginning of the tunnel shield tunneling provided by the present invention is aimed at the presence of boulders in the tunnel, through mud storage pressure building, shield advance speed control, and muck excavation volume The control, synchronous grouting and secondary grouting control basically eliminate the influence of the existence of boulders on the shield construction, and realize the safe and smooth progress of the shield construction.

Claims (4)

  1. 一种隧道盾构掘进始发端头孤石区盾构机的掘进参数的控制工艺，其特征在于，包括以下步骤：A technology for controlling the excavation parameters of a shield machine in the boulder area at the beginning of tunnel shield excavation is characterized in that it comprises the following steps:
    (1)泥仓建压(1) Pressure built in mud silo
    盾构孤石区掘进段，洞身上部以淤泥为主，洞地层以淤泥、淤泥质土及部分粉质粘土为主，地层透水性不强，以土粒与孔隙水共同组成的土体作为对象，直接用土的饱和重度计算侧压力，该段压力计算采用水土合算的计算方式确定：In the excavation section of the shield boulder area, the upper part of the cave is dominated by silt, and the stratum of the cave is dominated by silt, silty soil and part of silty clay. The stratum is not highly permeable, and the soil composed of soil particles and pore water is used as the main part. For the object, the lateral pressure is directly calculated by the saturation gravity of the soil, and the pressure calculation of this section is determined by the calculation method of water and soil:
    Pa＝γ*H*Ka+pPa=γ*H*Ka+p
    式中：γ--地层饱和重度(kN/m 3)； In the formula: γ-stratum saturation severity (kN/m 3 );
    H--隧道顶部埋深(m)；H--The buried depth of the top of the tunnel (m);
    Ka--主动土压力系数Ka＝tan2(45°-φ/2)；Ka--active earth pressure coefficient Ka=tan2(45°-φ/2);
    p--地面荷载；p--ground load;
    φ--地层内摩擦角度；φ--The friction angle within the formation;
    (2)盾构推进速度控制(2) Shield advancing speed control
    始发端头孤石区掘进时，掘进参数要适时调整，根据孤石掘进刀具低贯入度的要求，严格控制盾构推进速度，结合贯入度、刀盘转速要求，孤石掘进速度设定为6-10mm/min；During the excavation in the boulder area at the starting end, the excavation parameters should be adjusted in time. According to the requirement of low penetration of boulder excavating tools, the shield advancing speed shall be strictly controlled, combined with the requirements of penetration and cutter head speed, and the excavation speed of boulder shall be set. Set as 6-10mm/min;
    (3)渣土开挖量的控制(3) Control of excavation amount of muck
    根据进、排浆的流量计和密度仪测定的各种流量和密度，可以得出每环的实际开挖量：According to the various flow rates and densities measured by the flow meters and density meters of the slurry inlet and discharge, the actual excavation volume of each ring can be obtained:
    Figure PCTCN2020123202-appb-100001
    Figure PCTCN2020123202-appb-100001
    式中：B―开挖量In the formula: B-excavation amount
    Q、S―出浆流量、进浆流量(根据盾构流量计得出)Q, S-slurry flow rate, slurry flow rate (based on shield flowmeter)
    δ、β―出浆比重、进浆比重(根据盾构比重计得出)δ, β-the specific gravity of the pulp, the specific gravity of the pulp (calculated according to the shield specific gravity)
    t―每环掘进时间t―Drilling time per ring
    每环盾构掘进设计开挖量：Design excavation volume of shield tunneling per ring:
    B'＝π*(D/2) 2*(ρ 1N 1+ρ 2N 2+...ρ nN n) B'=π*(D/2) 2 *(ρ 1 N 1 +ρ 2 N 2 +...ρ n N n )
    式中：B'―设计开挖量In the formula: B'-design excavation volume
    D―隧道开挖直径，D-tunnel excavation diameter,
    ρn―对应地层密度ρn―corresponding formation density
    Nn―n号地层在开挖面中占比。Nn-n stratum occupies the proportion of the excavation surface.
  2. 如权利要求1所述控制工艺，其特征在于，还包括步骤(4)同步注浆及二次注浆的控制，包括以下步骤：The control process according to claim 1, which is characterized in that it further comprises step (4) the control of synchronous grouting and secondary grouting, including the following steps:
    ①同步注浆①Synchronous grouting
    当盾尾通过两道洞门钢丝刷密封后进入洞内20cm时，进行盾尾注浆，孤石段掘进同步注浆采用水泥砂浆；注浆时必须密切关注洞门密封装置的变形情况，出现漏浆及时停止注浆，根据具体情况及时采取相应的措施进行处理；When the shield tail enters the cave 20cm after being sealed by the two tunnel door wire brushes, the shield tail grouting is carried out. The grouting of the boulder section is synchronized with cement mortar; when grouting, it is necessary to pay close attention to the deformation of the tunnel door sealing device, and leakage occurs. Stop grouting in time, and take corresponding measures to deal with in time according to the specific situation;
    在盾构掘进过程中进行同步注浆及时填充脱出盾尾管片背后的环形间隙，保证浆液填充饱满，注浆浆液选择复合砂；为有效控制管片上浮量，尽早稳定管片，减少管片在盾构掘进过程中出现应力集中破损；适当缩短水泥砂浆初凝时间，凝结时间在3～6h左右，浆液的强度不小于2.5Mpa。In the process of shield tunneling, synchronous grouting is carried out to fill the annular gap behind the tail tube segment in time to ensure that the grout is fully filled, and the grouting grout chooses composite sand; in order to effectively control the floating amount of the segment, stabilize the segment as soon as possible and reduce the segment. Stress concentration and damage occurred during shield tunneling; appropriately shorten the initial setting time of cement mortar, the setting time is about 3-6h, and the strength of the slurry is not less than 2.5Mpa.
    ②二次注浆②Secondary grouting
    孤石段掘进应加强二次注浆施工，进一步控制管片上浮，在衬砌管片外弧面形成隔水封闭环，有效减少管片所受到的地下水浮力；The excavation of the boulder section should strengthen the secondary grouting construction to further control the floating of the pipe segments, forming a water-proof closed ring on the outer arc surface of the lining pipe segment, and effectively reduce the buoyancy of the groundwater on the pipe segment;
    根据施工情况，在掘进过程中或管片安装完成后，若发生盾尾管片漏水、管片较大上浮、地表发生较大沉降或发生突发险情时，启动二次注浆系统；注浆材料采用水泥～水玻璃双液浆，注浆顺序从底部注浆孔左右对称向上注浆，水泥采用P.O 42.5普通水泥，水灰比采用1：1；玻美度控制在25～35be之间；水泥浆：水玻璃体积比1：1，双液浆凝固时间为40S左右，注浆压力0.5～0.6MPa注浆时必须密切关注洞门密封装置的变形情况，出现漏浆及时停止注浆，可采用间歇性注浆方法。According to the construction situation, during the tunneling process or after the segment installation is completed, if the shield tail segment leaks, the segment rises greatly, the surface has a large settlement, or a sudden danger occurs, the secondary grouting system is activated; grouting The material adopts cement-water glass double-liquid grout. The grouting sequence is symmetrically grouted upward from the bottom grouting hole. The cement adopts PO 42.5 ordinary cement, and the water-cement ratio adopts 1:1; the glass degree is controlled between 25 and 35be; Cement slurry: water glass volume ratio 1:1, double liquid slurry solidification time is about 40S, grouting pressure 0.5 ~ 0.6MPa when grouting, you must pay close attention to the deformation of the door sealing device, and stop grouting in time if there is leakage. Intermittent grouting method is adopted.
  3. 如权利要求1所述控制工艺，其特征在于，步骤(2)盾构掘进速度控制时，The control process according to claim 1, characterized in that, in step (2) during shield tunneling speed control,
    ①盾构启动时，盾构司机需检查千斤顶是否顶实，开始推进和结束推进之前加速度不宜过大。每环掘进开始时，应逐步缓慢提高掘进速度，防止启动速度过大冲击刀具。① When the shield is started, the driver of the shield needs to check whether the jack is strong enough, and the acceleration should not be too large before the start and end of the propulsion. At the beginning of each ring tunneling, the tunneling speed should be gradually increased slowly to prevent excessive starting speed from impacting the tool.
    ②每环正常掘进过程中，掘进速度值应尽量保持衡定，减少波动，以保证切口水压稳定和送、排泥管的畅通。在调整掘进速度时，应逐步调整，避免速度突变对地层造成冲击扰动和造成切口水压摆动过大。②During the normal tunneling process of each ring, the tunneling speed value should be kept as constant as possible to reduce fluctuations to ensure the stability of the cut water pressure and the smooth flow of the mud delivery and discharge pipes. When adjusting the tunneling speed, it should be adjusted gradually to avoid the sudden change of speed causing impact disturbance on the formation and causing excessive water pressure swing in the cut.
    ③推进速度的快慢必须满足每环掘进注浆量的要求，保证同步注浆系统始终处于良好工作状态。③The speed of the advancing speed must meet the requirements of the grouting volume of each ring tunneling, and ensure that the synchronous grouting system is always in good working condition.
    ④掘进速度选取时，采用低速、低贯入度掘进，避免速度过大时掘进孤石对盾构机刀盘、刀具造成非正常损坏。④ When selecting the tunneling speed, use low-speed and low-penetration tunneling to avoid abnormal damage to the cutter head and cutters of the shield machine by the excavation of boulders when the speed is too high.
  4. 如权利要求1所述控制工艺，其特征在于，步骤(3)渣土开挖量的控制措施为：The control process according to claim 1, characterized in that, in step (3), the control measures of the excavation amount of muck are:
    (1)合理建压，注意掘进过程中仓内压力调整，做好掘进过程中参数的总结分析，结合地表沉降监测数据、海面水位变化情况、地质变化情况进行建压值调整；(1) Build pressure reasonably, pay attention to the pressure adjustment in the silo during the tunneling process, do a summary analysis of the parameters during the tunneling process, and adjust the pressure buildup value based on the monitoring data of surface subsidence, sea level changes, and geological changes;
    (2)泥浆参数优化调整。根据掘进过程中的不同地层的性质，做好对应泥浆参数调整。在砂质等渗透性较大地层，注意适当增大泥浆比重，在开挖面形成有效泥膜，支撑开挖面土体。(2) Optimization and adjustment of mud parameters. According to the properties of different strata in the tunneling process, adjust the corresponding mud parameters. In sandy and other highly permeable formations, attention should be paid to appropriately increasing the proportion of mud to form an effective mud film on the excavation surface to support the soil on the excavation surface.
    (3)切口压力控制，保持开挖仓压力稳定，掘进过程中尽量减少压力波动，控制气垫仓液位稳定，对粘性较大地层加强泥浆循环，避免滞排、堵仓等因素造成压力波动大，引起开挖面坍塌。(3) Cut pressure control to keep the pressure in the excavation bin stable, minimize pressure fluctuations during the tunneling process, control the stable liquid level of the air cushion bin, and strengthen the mud circulation for the viscous formations to avoid large pressure fluctuations caused by factors such as stagnant drainage and blockage. , Causing the excavation surface to collapse.
PCT/CN2020/123202 2019-11-22 2020-10-23 Technique for controlling tunneling parameters of shielded tunneling machine for rocky region at shielded tunneling launch point WO2021098444A1 (en)

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CN110863833B (en) * 2019-11-22 2020-12-22 中铁隧道局集团有限公司 Tunneling parameter control process of tunnel shield tunneling starting end boulder area shield tunneling machine
CN111780670B (en) * 2020-09-04 2020-12-25 中铁工程服务有限公司 Shield tunneling machine muck volume detection device and construction method thereof
CN113685186A (en) * 2021-08-09 2021-11-23 北京城建轨道交通建设工程有限公司 Tunneling method for geological drilling in shield underpass water area
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