盾构到达米埔竖井出洞方案20150725Plan of TBM breaking through

广深港高铁深港连接隧道盾构出洞方案

广深港高铁香港826标

GSG Express Railway Hong Kong Contract 826

盾构米埔竖井出洞方案

Scheme of TBM breaking through at Mai

Po shaft

中铁十五局集团有限公司广深港高铁香港826标 CRCC 15 GSG Express Railway Hong Kong Contract 826

2015年7月25日 July 25th 2015

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广深港高铁深港连接隧道盾构出洞方案

目 录 CONTENTS

1 工程概况 GENERAL ................................................................................................................................. 1 1.1工程简介 PROJECT INTRODUCTION .............................................................................................................. 1 1.2接收井概况 RRECEIVING SHAFT .................................................................................................................. 2 1.3工程地质及水文条件 ENGINEERING GEOLOGICAL AND HYDROLOGICAL CONDITIONS ................................ 3 2 总体达到施工方案 THE OVERALL ARRIVAL CONSTRUCTION PLAN ............................................ 4 3 盾构出洞施工技术CONSTRUCTION TECHNOLOGY OF TBM BREAK THROUGH ........................ 5 3.1盾构出洞工艺流程PROCESS OF TBM BREAK THROUGH ............................................................................. 5 3.2盾构到达的准备工作PREPARE WORK BEFROE TBM ARRIVE ........................................................... 7

3.2.1 盾构机定位及接收洞门位置复核测量 TBM location and measurement check of receiving portal ............... 7 3.2.2 出洞地层加固 Ground reinforcement of breaking through............................................................................... 8 3.2.3 洞门渗漏检测 Portal leakage test ................................................................................................................... 10 3.2.4 出洞前竖井内准备工作 Preparation work in shaft before breaking through ................................................. 13 3.2.5 平移装置的定位安装 The location and installation of transition device ........................................................ 17 3.2.6 接收托架的安装 .............................................................................................................................................. 18

3.3 盾构机出洞掘进EXCAVATION OF TBM BREAKING THROUGH ................................................................... 20

3.3.1 到达前掘进控制 Excavation control before arrive ......................................................................................... 20 3.3.2 掘进参数控制 Excavation parameters control ................................................................................................ 21 3.3.3 管片支撑防护 Support protection of segment ................................................................................................ 21 3.3.4 盾构机出洞 TBM breaking through ............................................................................................................... 22 3.3.5 盾尾管片脱出盾体 Shield tail segment separate from TBM body ................................................................. 24 3.3.6 最后一环管片处理 The segment handling of last ring ................................................................................... 25 3.3.7 盾体平移 .......................................................................................................................................................... 28 3.3.8 米埔竖井排水 Water discharge in Maipo shaft ............................................................................................... 30

3.4盾构出洞施工注意事项NOTS OF CONSTRUCTION WHEN TBM BREAK THROUGH ..................................... 31 4 施工风险及应对措施 CONSTRUCTION RISK AND SOLUTIONS ...................................................... 32

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广深港高铁深港连接隧道盾构出洞方案

4.1风险的等级标准 RISK GRADINGS .............................................................................................................. 32 4.2盾构机出洞安全风险评估及措施RISK ASSESSMENT AND SOLUTIONS FOR TBM BREAKING THROUGH ... 33 4.3 INSPECTION AND TEST PLAN检查及测试计划 ........................................................................................... 46

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广深港高铁深港连接隧道盾构出洞方案

广深港高铁香港826标

GSG Express Railway Hong Kong Contract 826

盾构米埔竖井出洞方案

Scheme of TBM Breaking Through in Mai Po shaft

1 工程概况 General

1.1工程简介 Project introduction

广深港高铁深港连接隧道为?9.6m双洞单线盾构隧道，隧道起点为皇岗公园竖井，穿越深圳市中心城区，过深圳河进入香港米埔湿地，最后到达香港米埔竖井，全长3346m，其中深圳段1856m、香港段1490m，香港段迄止里程为

DKaa115+924.881～DKaa117+403.029。深港连接隧道采用2台海瑞克公司直径9.96m的气垫式复合模式泥水加压式平衡盾构机从皇岗公园工作井始发，两台盾构错开一定距离，左右线平行推进，自香港米埔竖井吊出。

GSG express railway tunnel connecting Shenzhen and Hong Kong is 9.6m shield tunnel with double tunnel and single line, starting point is Huanggang park shaft, crossing Shenzhen downtown area and Shenzhen river to Mai Po wetland in Hong Kong, finally reaching Mai po shaft in Hong Kong, total length is 3346m, Shenzhen section is 1856m, Hong Kong section is 1490m, the present mileage in Hong Kong section is

DKaa115+924.881～DKaa117+403.029. We use two Herrenknecht slurry TBMs with diameter of 9.96m and start from Huanggang park shaft, keep a certain distance between two TBMs, parallel advance with both machines, and at last the two machines will be lifted out from Mai Po shaft.

隧道内线路隧道顶面最大埋深约42m，最小埋深约26m；最大曲线半径12000m，最小曲线半径2000m；最大坡度 12‰，最小坡度3‰。盾构机由香港米埔竖井吊出，到达端里程为DKaa117+403.029，地表为香港825标段施工场地。出洞段隧道坡度为3‰的上坡，覆土厚度23.32m，隧道外径9.6m，内径8.7m，两条线间距17.2m，左右线外

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广深港高铁深港连接隧道盾构出洞方案

壁净距为7.6m。

The maximum and minimum depth of tunnel invert is about 42m and 26m; the maximum and minimum curve radius is 12000m and 2000m; the maximum and minimum gradient is 12‰ and 3‰. TBM will be lifted out from Mai Po shaft, which mileage is DKaa117+403.029, the surface belong to Hong Kong contract 825 construction site. The section for TBM out from tunnel is a upgrade with 3‰ gradient, thick of ground is 23.32m, outside and inner diameter of tunnel is 9.6m and 8.7m, the distance between two lines is 17.2m, the outer wall spacing is 7.6m.

图1 广深港客运专线深港隧道平面示意图深港连接隧道(3346m)DK113+643DK114+017矿山法段36m皇岗竖井盾构隧道(深圳段)1856mDK115+873盾构隧道(香港段)1490m23m米埔竖井374mDK117+363 图1 广深港高铁深港连接隧道平面示意图

Figure 1 GSG express railway Shenzhen-Hong Kong tunnel link plan sketch

1.2接收井概况 Rreceiving shaft

接收井为米埔竖井，由825合同段施工完成。米埔竖井深34.13m，尺寸18×29m，竖井成“凸”字型结构，左、右线出洞处正上方有混凝土隔墙，无法直接吊出，需平移至位于竖井中央的吊出口方能吊出，吊出井尺寸18×9m。竖井连续墙为1.0m厚的玻璃纤维筋混凝土墙，洞门处内衬墙暂未施工，内衬墙厚为2.0m，竖井目前底板标高-29.63，距盾构机底部1.354m，靠中间吊装井处有两道混凝土台阶及预留的钢筋笼。见下图。

Mai Po shaft is receiving shaft, which is finished by contract 825. The depth of Mai Po shaft is 34.13m with a dimension 18*29m; it is a “凸” shape structure. There is concrete wall

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广深港高铁深港连接隧道盾构出洞方案

above the position of both machines breaking through, so TBM cannot be lifted out directly, it must be moved to lifting point in the center of shaft, the dimension of shaft is18*9m. The wall of shaft is glass fiber re-bars concrete with a thick of 1.0m, the inner wall of portal is not in construction now, with a thick of 2.0m. The current design elevation of shaft base plate is -29.63, which away from the bottom of TBM 1.354m, there are two group concrete footsteps and reserved steel cage in the center of lifting shaft. Show in the figure as below.

图2 米埔竖井端头 Figure 2 The end of Mai Po shaft

1.3工程地质及水文条件 Engineering geological and hydrological conditions

米埔竖井出洞段土层分布如下图，自上而下依次为人工填土、海洋沉积、冲积层、强风化变质砂岩。盾构出洞土层具有含水量高、孔隙比大和强度低等特点，给盾构出洞带来不利的影响。

The ground distribution of TBM breaking through section in Mai Po shaft show in the figure below, it is artificial soil, marine sediments, alluvial soil and strongly weathered metamorphic sandstone from top to bottom. Ground characters such as high water content of soil, big void ratio, and low intensity and so on will bring adversely influence to TBM when it breaks through.

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广深港高铁深港连接隧道盾构出洞方案

出洞段地质情况 Geological condition of TBM out from tunnel 地层厚度（m） 地层 Ground Thick 填土 Artificial soil 海洋沉积 Marine sediments 冲积层 Alluvial soil 强风华变质砂岩 Strongly weathered metamorphic sandstone 埋深 Depth 4.38 0.38 8.71 9.74 23.21 图3 盾构出洞土层分布图 Ground distribution map of TBM breaking through

2 总体达到施工方案 The overall arrival construction plan

根据出洞段地质情况及米埔竖井结构情况，盾构出洞采用高压旋喷桩加固端头地层，盾构机直接切削玻璃纤维混凝土连续墙，破入墙内40cm后，将舱内泥水压力降至0bar，排出舱内泥浆，保持常压出洞。竖井内采用预埋钢板固定箱型钢导梁，钢导梁上设置钢结构接收托架，盾构机爬上托架后，利用导梁上的千斤顶横向平移，盾构机平移至中间吊出井，拆解盾构机分块吊出。

According to the geological conditions and structure of Mai Po shaft, high pressure rotary jet grouting pile will be used to reinforce end formation when TBM out from tunnel. TBM directly cutting glass fiber re-bars concrete wall, turn the slurry pressure down to 0 bar in excavation chamber after break into the wall 40cm, discharging all slurry outside and keep TBM breaking though with 0 bar pressure. Using embedded steel plate in shaft to fix box steel guide beam, steel structure receiving bracket should be set on steel guide beam. After TBM climb to bracket, the jack on guide beam lateral transition, transfer TBM to the middle of shaft, then dismantle it and lift outside one by one.

盾构机到达前，首先进行接收井端头土体高压旋喷加固，然后进行洞门加固的渗透检测，以及竖井底板内预埋钢板用以固定箱型平移梁，浇筑一层混凝土。盾构机到达

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广深港高铁深港连接隧道盾构出洞方案

出洞段50m推进的同时，开展贯通测量、调整盾构机姿态及线形控制，盾构机到达前完成洞门加固的渗透检测。盾构机出洞前要做好管片的止水防护措施，同时做好同步注浆工作，确保建筑间隙填充饱满。盾构机破出连续墙后，清理竖井底板切削下来的大体积混凝土块及碎石，然后进行箱型平移梁及接收托架安装固定。

Before TBM arrived, the high pressure rotary jet grouting pile of receiving shaft should be reinforced at first, then start portal reinforcement penetration test, fix steel box guide beam with steel plate embedded in shaft base plate, and pouring a layer of concrete. When TBM arrive the 50m breaking through section, measurement, TBM posture and alignment adjustment control should start when advance, the portal reinforcement penetration test must finish before TBM arrived the end of tunnel. Waterproof measures of segments should be done well before TBM break through as well as grouting, to ensure filling the gap of construction. After TBM break out from the continuous wall, cleaning massive concrete blocks and rubble cut down by shaft base plate, then install and fix box steel guide beam and receiving bracket.

3 盾构出洞施工技术Construction technology of TBM break through

3.1盾构出洞工艺流程Process of TBM break through

盾构机到达出洞施工是指从盾构机到达下一站接收井之前50m到盾构机贯通区间隧道进入接收井被推上盾构接收基座的整个施工过程（即盾构机到达米埔竖井前50m范围）。其工作内容包括：盾构机定位及接收洞门位置复核测量、地层加固、洞门处理、洞门渗漏检测、安装接收托架等。盾构到达施工流程图如《图4 盾构机出洞工艺流程》。

Construction of TBM arrival breaking through means the whole construction progress that TBM only 50m away from the next receiving shaft, it get through this section and reach receiving shaft, then be put on receiving bracket(TBM arrived 50m in front of Mai Po shaft). The job content include TBM location, receiving portal position check and measurement, ground reinforcement, portal handling, portal penetration test, receiving bracket installation and so on. TBM arrival construction flow chart is shown in figure 4(Process flow of TBM break through).

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广深港高铁深港连接隧道盾构出洞方案

盾构出洞过程中地层加固、洞门止水、同步注浆施工措施是保证开挖面土体稳定、减小对周边土体扰动、确保盾构出洞安全的关键施工技术。

When TBM break through, ground reinforcement, portal waterproof, grouting construction measures are guarantee to stabilize excavation face, decrease disturbance of ground around and the key to make sure TBM break through safely.

接收井端头地层加固 箱型轨道梁预埋钢板 洞门渗漏检测 渗漏钻孔填充注浆 盾构机爬上托架 接收托架安装固定 降压、排出舱内泥浆 盾构机平移 盾构机切削连续墙出洞 盾构机拆除吊装 清理竖井底混凝土块 箱型轨道梁安装固定

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广深港高铁深港连接隧道盾构出洞方案

Ground treatment for the top end ground at receiving shaft install and fix receiving bracket TBM clime up bracket TBM transition TBM disassembly and lifting pre-embedded steel plate for box track rail portal leakage inspection grouting for leaking drill holes-reduce pressure pump out the slurry inside the chamber TBM cut continuous wall and break through clean up concrete blocks at the bottom of shaft install and fix the box track beam 图4 盾构机出洞流程 Figure 4 Procedures of TBM break through

3.2盾构到达的准备工作PREPARE WORK BEFROE TBM ARRIVE

3.2.1 盾构机定位及接收洞门位置复核测量 TBM location and measurement check of receiving portal

在盾构推进至盾构到达范围时，联合港铁对盾构机的位置进行准确的测量，确定成洞隧道中心轴线与隧道设计中心轴线的关系，同时对接收洞门位置进行复核测量，确定盾构机的贯通姿态及掘进纠偏计划。在考虑盾构机的贯通姿态时注意两点：一是盾构机贯通时的中心轴线与隧道设计轴线的偏差，二是接收洞门位置的偏差。综合这些因素在隧道设计中心轴线的基础上进行适当调整。纠偏要逐步完成，每一环纠偏量不能过大。

When TBM advance to arrival section, cooperate with MTR measure the TBM position accurately, ensure the relation between finished tunnel central axis and designed tunnel central axis, start measurement check of receiving portal position at the same time, make sure the

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广深港高铁深港连接隧道盾构出洞方案

through posture of TBM and advance adjustment plan. There are two attentions when consider through posture of TBM: on the one hand, the central axis deviation between current through tunnel and designed tunnel; on the other hand, the deviation of receiving portal position. Adjust properly on the base of designed tunnel central axis according to synthesize all the factors. The adjustment should finish step by step and not too much of each ring. 3.2.2 出洞地层加固 Ground reinforcement of breaking through

针对米埔竖井盾构出洞端头土层较软弱的特点，在盾构出洞前须对洞口土体进行地层加固处理，使之达到可以自立的状态，满足盾构破壁出洞的要求，同时满足盾构泥水体系平衡的建立。

Because the weak character of TBM breaking through end ground in Mai Po shaft, it is necessary to reinforce the ground of portal before TBM break through, let it strong enough to support itself, meets the requirements of TBM breaking through and establish the balance of TBM slurry system.

米埔出洞段地层采用高压旋喷桩加固的形式，加强土体的稳定。地层加固的旋喷桩采用桩径1800mm，桩间距为1300mm，高压旋喷加固体无侧限抗压强度不小于1.5MPa，渗透系数不大于1x10-7cm/s。旋喷桩应与工作井围护结构搭接200mm以上。高压旋喷桩加固区域沿隧道方向14m，垂直隧道方向为宽13.96m的区域，竖直方向为盾构隧道顶部加固高度5m、底部以下2.84m的区域。见下图。

Ground reinforcement of Mai Po breaking through section adopts high pressure rotary jet grouting pile, which make it stable. The diameter of rotary jet grouting pile is 1800mm, space between piles is 1300mm, the unconfined compressive strength of high pressure jet grouting with solid should not less than 1.5MPa, permeability coefficient should less than 1x10-7cm/s. Rotary jet grouting pile should connect with guardrail structure of work shaft more than 200mm. High pressure jet grouting pile reinforcement area is 14m along the tunnel direction, width of tunnel vertical direction is 13.96m, 5m above and 2.84m under the tunnel is the reinforcement area in vertical direction. Show in the figure below.

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广深港高铁深港连接隧道盾构出洞方案

图5 出洞地层旋喷桩加固平面图

Figure 5 The rotary jet grouting pile reinforcement floor plan of breaking through ground

图6 出洞地层旋喷桩加固剖面图

Figure 6 The rotary jet grouting pile reinforcement profile map of breaking through

ground

经过旋喷注浆加固后的土体，要求其有一定的自立性和稳定性，同时不能漏水、流沙，同时对端头加固地层要检查其土体强度和抗渗性能指标。土体强度通过钻芯取样测定，抗渗指标通过探孔取样，进行测水试验，通过试验结果确定其抗渗是否能够达到

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广深港高铁深港连接隧道盾构出洞方案

开洞门的要求。

The earth after rotary jet grouting reinforcement should have particular independence and stability; also cannot leak water or flow sand, check the soil strength and impermeability indicators of end ground consolidation. Measure soil strength with boring samples, explore hole for sample to measure permeability indicator, start water test, determine whether impermeability achieve the requirements to open portal according to the testing result. 3.2.3 洞门渗漏检测 Portal leakage test

盾构机出洞前需对洞门加固区域进行钻孔检测，以确认注浆加固的有效性，确保满足目标区域的渗透性需要，采用测量钻孔的流水量的方法来进行评估。

Portal reinforcement section should have boring test before TBM break through to make sure the effectiveness of grouting, ensure satisfactory permeability requirements for target areas, evaluate by measure water flow of boring.

每个洞门钻孔5个孔，分别在四周对称钻孔及中间部位钻孔，具体见下图所示： Drill 5 holes at each portal, and drill symmetrically around and in the center, details as below:

900010000渗漏检测钻孔渗漏检测钻孔62619035900330012002275365017251200550435135411486300渗漏检测钻孔渗漏检测钻孔92004142900011600

图7 渗漏检测钻孔位置图 Figure 7 Boring location plan of leakage check 1、在加固区域钻至预定深度 Drill to planned depth of reinforce area

采用凿岩机钻孔钻孔，钻孔直径45mm，钻进深度为超过连续墙2m，深度约为3.5m。 Drilling with rock drill machine, diameter of boring is 45mm, drilling depth 2m more

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广深港高铁深港连接隧道盾构出洞方案

than continuous wall, about 3.5m.

连续梁 图8 渗漏检测钻孔示意图 Figure 8 Boring diagram of leakage check 2、钻孔完成后测量渗水量 Measure water flow after drilling

钻孔完成后，插入导管，将水流引出，采用量杯等容器对渗水量进行测量。 After drilling is finish, insert pipe and draw water out, measure water flow with cups or other containers.

连续梁米埔竖井 图9 渗漏检测示意图 Figure 9 Leakage check diagram

3、测量地层及钻孔数据 Ground measurement and boring parameter

L cmL=1~2m 4.5cmTBM CLP011

广深港高铁深港连接隧道盾构出洞方案

钻孔直径 Boring diameter 盾构机地下水位深度 Underground water level of TBM 目标K值 Target K value 45mm P0 现场实际测量 P0 in-situ measurement k 28.3m 1×10-7m/s 按照以下公式计算 Calculate according the formula below

q= P0×4π×k×r0

or

k=q/ (P0×4π×r0)

q: 水流 Water flow (m3/sec) P0 : 水头差 Water head difference(m) r0 : 半径 Radius (√ （A/4π） ) (m) A : 表面区域 Surface area(πD2/4 + πDL) 例如 Example:

钻孔深度 Boring depth L L=2.0m 表面区域 Surface area A 2843.34cm2 半径 Radius r0 15.04 cm 水头差Water head difference P0 28.3m 渗透系数k Permeability coefficient K 10-7m/s 控制水流 Water flow control 321cc/min 计算过程：Calculation process

表面积surface area A=πDLπD2/4=3.1416*4.5*200+3.1416*4.5*4.5/4=2843.34 cm2

半径radius r0=√ （A/4π）=15.04 cm 目标值target value K=1×10-7m/s

控制流量control flow q≤ P0×4π×k×r≤0 5.3486 cm3/s≤321cc/min

通过测量的水流用于评估渗透系数K，如果K值低于1*10-7m/s，则说明注浆可以

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广深港高铁深港连接隧道盾构出洞方案

达到期望效果。

Water flow will be used to evaluate permeability coefficient K, if K value under 1*10-7m/s, means grouting can achieve desired effect.

如果经测试洞门注浆加固地层效果满足要求，则需要采用水泥浆（UCS=2.0MPa）对所有钻孔进行注浆回填封堵，封堵注浆流程如下。

If grouting meet the requirements of portal ground reinforcement through testing, all borings need to be filled with grout, the grouting plugging process is as following:（UCS=2.0MPa）.

安装封口器 将注浆管插入孔底开始注浆 当浆液反流至孔口时，持续注浆 30s以排气 端头墙封口器持压2min（压力保持在关闭闸阀 4~5bar）,压力高于水土压力的20﹪即可 注浆管出浆口

图10 封堵钻孔施工示意图

Figure 10 construction diagram for drilling holes plugging

3.2.4 出洞前竖井内准备工作 Preparation work in shaft before breaking through

目前米埔竖井底部靠中间吊装井有两道混凝土台阶，宽1.2m，高0.26m，另外有预留的钢筋笼，尺寸宽0.55m，高0.87m，竖井底板标高-29.63。如下图所示。

There are two group concrete footsteps in the middle lifting shaft of Mai Po shaft, the width is 1.2m and height is 0.26m, also reserved steel cage with a width of 0.55m and a height of 0.87m, the design elevation of shaft plate is -29.63. Show in the figure below.

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广深港高铁深港连接隧道盾构出洞方案

混凝土台阶钢筋笼钢筋笼混凝土台阶

图11 竖井底板结构图 Figure11 Structure chart of shaft baseplate 出洞前，竖井底部尚有如下工作需提前准备：

Before breaking through, work as below need to be prepared in advance at the bottom of shaft:

（1）考虑到底部平移钢箱梁、接收托架、滑块及预留尺寸，目前现有底板需进行临时填充，填充高度384mm，拟采用与825同标号的D30混凝土填充，底板标高设置与隧道一致的纵坡。

Considering bottom steel transition box girder, receiving bracket, sliding block and reserved dimension, the current baseplate need to be filled temporarily with a height of 384mm, plan to fill with D30 concrete same as 825, set a longitudinal slope consistent with tunnel at the elevation of baseplate.

?9900?95920090浇筑底板混凝土970-29.246-29.63原地面1填充细砂38429000

图12 竖井底板混凝土浇筑示意图

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广深港高铁深港连接隧道盾构出洞方案 2850285023502350（2）浇筑临时混凝土填充时，在底板预埋600×600×20mm厚钢板，用于焊接箱型轨道梁，达到固定箱形轨道梁的目的，预埋钢板根据箱型钢导梁的布置形式设置，具体见下图。 南行线 When pouring temporary concrete, embedded 600×600×20mm steel plate in the floor, which use for welding box girder and fix it. The arrangement of embedded steel plate according to the layout form of box girder, details show in the figure below. 29000北行线2850235023502850 图12 箱型轨道梁底部预埋件布置图 Figure 12 The bottom embedded arrangement 20000150035002200230020002000diagram of box girder

（3）为了预防竖井底部积水及泥浆，在靠近端墙井底设置深1.0m，长2.0m，宽1.0m集水井，集中抽排。

In order to prevent storing too much water and slurry in the bottom of shaft, set up a water collection well with 1m deep, 2m long and 1m wide close to the wall at the shaft bottom to pump out intensely.

（4）竖井底部的钢筋笼在浇筑砼之前需进行割除。

The rebar at the bottom of the shaft will be cut before the concreting.

（5）为防止盾构机破门时由于连续墙的玻璃纤维筋对内衬墙的拉扯作用引起对防水层的破坏，盾构机到达连续墙后沿洞内轮廓线对洞门范围内的玻璃纤维筋进行割除。割除范围距出洞轮廓线以外5cm，采用金刚钻抽芯的方式，钻入深度20cm，以割除外层玻璃纤维筋为主。

In case destroy waterproof layer caused by glass fiber re-bars of continuous wall pull inner wall when TBM break through, all glass fiber re-bars in tunnel portal area will be cut

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700 广深港高铁深港连接隧道盾构出洞方案 along the outline of tunnel after TBM arrived continuous wall. Cutting area should be 5cm away from breaking through outline, using diamond core pulling method, the depth of drill is 20cm, mainly cut off the outer layer of glass fiber re-bars. 图13 连续墙玻璃纤维筋割除 Figure 13 Cut off glass fiber re-bars of continuous wall （6）为稳定盾构机姿态，保证盾构机顺利爬上接受架，同时防止出现栽头现象，需在洞门空留内衬墙位置，采用D30砼浇筑临时导台，盾构机破除洞门后，通过临时砼导台爬上接受架，砼导台具体形式见下图。 In order to stablize the TBM alignment, and ensure the TBM can climb the receival rack successfully, and prevent the head-dropping at the same time, it need reserve the space for lining wall at the portal, we plan to use D30 concrete to pour the temporary platform, after the TBM break through the portal, it can climb the receival rack through the temporary concrete platform, please see the type of concrete guaide platform as following figure:

连续梁行渗内衬墙深圳香港528320临时砼导台R4950地下连续墙150临时砼导台3000300032内衬墙

图14 临时砼导台示意图

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广深港高铁深港连接隧道盾构出洞方案

Figure 14 diagram for temporary concrete guide platform

3.2.5 平移装置的定位安装 The location and installation of transition device

由于此次出洞时，盾构机爬上托架后需平移至中间吊装井吊出，需要在井底设置平移装置，托架置于其上。

Because TBM need to be lifted outside after climb to bracket and move to the center of shaft at this time, so transition device must be set on the bottom of shaft, and bracket locate on it.

1、平移装置 Transition device

平移装置采用箱型轨道梁，用作盾构机平移，截面尺寸（宽*高）469*400mm。平移梁结构型式见下图。在竖井底板混凝上横向布置6道平移梁，其中4道用作支撑接收托架，间距3-4m，2道用作盾构机横移，依据盾构机重心设置，间距为4.3m。箱梁与竖井底板内预埋的钢板焊接固定，具体见下图。

Transition device adopt box rail girder, used for TBM transition, the cross-sectional dimension is 469*400mm, layout 6 rows in lateral, and 4 groups of them are used for supporting receiving bracket with the space is 3-4m. 2 groups are used for TBM transition with the space is 4.3m, according to TBM focus settings. Fix box girder and embedded steel plate of shaft base plate with welding, as the figure below.

3300~110003946939210加劲钢板箱梁平面图45R30130303030CA550550B260C11513521050A箱梁侧面图B

图15 平移箱梁结构设计图

Figure 15 Transition box girder structure design diagram

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广深港高铁深港连接隧道盾构出洞方案

北行线南行线千斤顶150035002200230020002000

图16 箱型轨道梁平面布置图 Figure 15 Floor plan of box girder

3.2.6 接收托架的安装

由于盾构机主机重达877吨（含刀盘），所以接收托架必须具有足够的刚度、强度。接收托架采用钢结构形式，主要承受盾构机的重力和出洞时盾构机上托架的摩擦力。接收托架重约47.1吨，尺寸长13.23m，宽5.5m，正中心盾构机底部距托架的高度为0.44m。接收装置在国内加工制作，然后运至香港米埔竖井内安装。

Because the main engine of TBM weighs 877 tons(including cutter wheel), so the receiving bracket must have sufficient rigidity and strength. Receiving bracket use steel structure form, mainly withstand gravity of TBM and the friction when TBM climb on bracket. Receiving bracket weights about 47.1 tons, length 13.23m, width 5.5m, the height between the bottom of TBM center and bracket is 0.44m. Receiving device is manufactured in mainland, then install after transported to Hong Kong Mai Po shaft.

接收托架结构形式及布置见下图：

Receiving bracket structure form and arrangement diagram:

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广深港高铁深港连接隧道盾构出洞方案

7504700550025°67125°600740132307001000114094828245120120图17 接收托架结构图 Figure 17 Receiving bracket structure diagram

ⅠⅥⅡⅤⅢ接收托架Ⅳ支撑箱梁滑块平移箱梁图18 接收托架布置图 Figure 18 Receiving bracket arrangement diagram 3、托架的安装定位 Bracket installation and location

接收托架在盾构机切削连续墙，破除出洞后，清理竖井底部的大块混凝土及碎石后进行安装定位。

After TBM cut off continuous wall and break through, cleaning massive concrete and breakstones in the bottom of shaft, then install and locate receiving bracket.

接收托架的中心轴线应与隧道设计轴线一致，同时还需要兼顾盾构机出洞姿态。接收托架的轨面标高除适应于线路情况外，适当降低20mm，以便盾构机顺利上托架。托架四周均采用工字钢撑在竖井四周内衬墙上，特别要加强对托架纵向的加固，保证盾构机能顺利到达接收托架上。

The central axis of receiving bracket should be consistent with the designed central axis of tunnel, also need to take the TBM breaking through gesture into account. Design elevation of receiving bracket should not only adapted to line circumstances, but also go down 20mm,

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广深港高铁深港连接隧道盾构出洞方案

in order to let TBM climb on bracket smoothly. I-beam are used around bracket to support it on the inner wall around, especially to strengthen the vertical of bracket, make sure TBM can climb on receiving bracket smoothly.

3.3 盾构机出洞掘进Excavation of TBM breaking through

3.3.1 到达前掘进控制 Excavation control before arrive

盾构在即将到达连续墙时，应减缓掘进速度，同时各项施工参数应尽量保持均衡，重点控制顶、底部分区油缸油压大小，精确控制盾构机推进各项参数，减小对周围土体的扰动，避免压力波动造成端墙破坏或泄露，同时加强地表沉降监测，根据地表沉降监测数据变化情况，调整泥水舱压力。

The excavation speed should slow down when TBM is about to arrive, and try to maintain balance of all construction parameters, mainly control top and bottom oil pressure of cylinder, precisely control the parameters of TBM excavation, reducing ground disturbance around, avoid end wall destroy or leakage caused by pressure fluctuations, strengthening monitoring of surface subsidence, adjust excavation chamber pressure according to the change of surface subsidence.

控制要点： The key points of control:

（1）均匀、匀速施工，控制好盾构姿态。出洞段掘进管片选型要充分结合盾构姿态，避免管片与盾构轴线产生大的夹角。

Construct uniformly and advance with uniform speed, control TBM gesture. The segment selection of breaking through section should be fully integrated TBM gesture, avoid to have large angle between segment and tunnel axis.

（2）推进时不急纠、不猛纠，多注意观察盾尾间隙和千斤顶油缸行程的变化。 Do not adjust hurriedly and too much, put more attention on the gap of shield tail and the changes of jack cylinder stroke.

（3）刀盘到达端头墙后及时注入双液浆填充盾构外间隙。

Inject double slurry in time to fill the gap out of shield when cutter wheel arrived end wall.

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广深港高铁深港连接隧道盾构出洞方案

3.3.2 掘进参数控制 Excavation parameters control

盾构机采用常压出洞，根据盾构机参数及端头地质情况，出洞时掘进参数如下： TBM break through with 0 bar pressure, according to the TBM parameters and geological situation, the excavation parameters when break through should be set as below:

（1）泥水压力 Slurry pressure：0bar； （2）总推力 Total thrust 2000t；

（3）刀盘转速 Cutter wheel rotary speed 0.8~1.0转circle/分 min； （4）推进速度控制在 Excavation speed 2~3mm/min。

（5）姿态控制 Gesture control：左右控制在±10mm，仰俯角控制在+1~+2mm/m，盾构机出洞时较设计轴线略微上抬，以便盾构机更好的爬上接收托架。

Control within ±10mm for left and right side, control within +1~+2mm/m for pitching angle, slightly elevate TBM compare with designed axis when TBM break through, so TBM can climb on receiving bracket well. 3.3.3 管片支撑防护 Support protection of segment

盾构机出洞时，由于泥水压力降至0bar，地层的支撑力丧失，土体对管片的压力不均，再加上推进时油缸推力的不均匀及出洞时盾构机下沉，最后几环管片极易发生变形、下沉，管片姿态变差而出现错台，导致接缝处发生漏水现象。因此，除了在掘进时及时进行同步注浆及二次注浆充填建筑间隙外，对出洞时的7环管片，需要采取措施进行支撑加固。

When TBM breaking through, because slurry pressure drops to 0 bar, the pressure ground push on segment are not uniform, at the same time, thrust pressure is uneven when excavate and TBM sinking when break through, the segments of last several rings are very easy to deform and sink, then occurs dislocation caused by segment posture change, leading to water leakage. Therefore, in addition to grouting synchronously when excavate and secondary grouting to filling the gap of construction, support and reinforcement measures need to be taken for segments of 7 rings when break through.

如下图所示，在拱顶设置3套16a#槽钢支撑，与管片螺栓焊接，拉紧管片，防止管片因受力不均发生变形。

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广深港高铁深港连接隧道盾构出洞方案

As the figure shown below, set up 3 sets of 16a# U-steel support in the crown, and weld with segment bolts, tighten segment to prevent segment deformation caused by uneven force. 16a#槽钢16a#槽钢米埔竖井图19 管片支撑防护图 Figure 19 Support protection diagram of segment 管片管片螺栓厚钢板槽钢 图20 管片支撑防护大样图

Figure 20 detail drawing for segment support protection

3.3.4 盾构机出洞 TBM breaking through

（1）出洞前管片壁后注浆

由于洞门区域内的土体进行了加固处理，且经过渗漏检测满足要求，出洞段地层的渗漏水较小，不会产生大的风险，出洞时漏水、漏浆的主要来源将来自加固区域外的地层。盾构机长度为12m，洞门加固区域为14m，因此为防水洞门漏水、漏浆，在洞门破除前必须将洞门加固区域14m范围内的管片壁后空隙填充饱满，加强二次注浆，以防止浆液漏出。

ue to the soil reinforcement handling of portal area, and meet the requirements of leak detection, water leakage of breaking through ground is small, we do not have big risk, water and slurry leakage when break through mainly caused by the ground out of reinforced area.

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