CN106049195A - 一种高速铁路既有线路基基底加固方法 - Google Patents
一种高速铁路既有线路基基底加固方法 Download PDFInfo
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- CN106049195A CN106049195A CN201610365887.3A CN201610365887A CN106049195A CN 106049195 A CN106049195 A CN 106049195A CN 201610365887 A CN201610365887 A CN 201610365887A CN 106049195 A CN106049195 A CN 106049195A
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- construction
- pipe
- temporary shaft
- grouting
- speed railway
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-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
Abstract
本发明公开了一种高速铁路既有线路基基底加固方法,该方法包括:步骤1,在高铁线路旁侧,进行临时竖井施工作业;步骤2,在横通道与既有高铁线路间施做竖向隔离桩,自临时竖井内,沿高铁线路路线方向进行横通道施工作业,临时竖井和横通道组成施工通道;步骤3,自横通道内,向路基基底方向进行夯管帷幕作业;步骤4,进行袖阀管注浆作业;步骤5,回填临时竖井和横通道。本发明能最大限度对既有线路的软弱地基进行加固,可改变路基的物理力学性质及承受荷载的能力,提高土体强度、减少土体变形,达到加固土体的目的。而且,本发明施工安全、稳妥,完全避免了施工时可能产生的沉降、坍塌现象,保护了铁路施工和运营安全。
Description
技术领域
[0001]本发明涉及高速铁路路基加固技术领域,更为具体来说,是一种高速铁路既有线路基基底加固方法。
背景技术
[0002]由于国内地铁和高铁建设的蓬勃发展,地铁区间隧道下穿高铁既有线路基将变的频繁。但由于高铁运营对线路变形沉降要求严格,因此地铁区间下穿高铁既有路基施工时对高铁路基的加固就显得尤为重要。
[0003]因此,一种在高速铁路既有线上实现彻底加固铁路路基、避免施工过程中的土体坍塌问题的方法,成为了本领域技术人员亟待解决的技术问题和研究的重点。
发明内容
[0004]为解决现有铁路路基加固方法存在的加固强度不够、加固不均匀、加固过程发生的沉降或坍塌等问题,本发明公开了一种高速铁路既有线路基基底加固方法,最大限度对既有线路的软弱地基进行加固,提高土体强度;而且本发明安全、可靠,保护了铁路施工和运营安全。
[0005]为实现上述的技术目的,本发明公开了一种高速铁路既有线路基基底加固方法,该方法包括:
[0006]步骤I,在高铁线路旁侧,进行临时竖井施工作业;
[0007]步骤2,自临时竖井内,沿高铁线路路线方向进行横通道施工作业,临时竖井和横通道组成施工通道;
[0008]步骤3,自横通道内,向路基基底方向进行夯管帷幕作业;
[0009]步骤4,进行袖阀管注浆作业;
[0010] 步骤5,回填临时竖井和横通道。
[0011]进一步地,步骤2中,在高铁线路路线与横通道之间设置隔离粧,隔离粧为复合锚杆粧。
[0012]隔离粧对高铁线路进行隔离保护,在既有线路与横通道间施做隔离粧,能有效减少既有线运营与横通道开挖施工的相互影响,保证了既有线行车安全和横通道施工安全。
[0013] 进一步地,步骤I中,临时竖井施工作业包括,
[0014]步骤10,对临时竖井位置进行测量定位;
[0015]步骤11,安装临时竖井锁口圈;
[0016]步骤12,分层开挖临时竖井,安装格栅钢架;
[0017]步骤13,临时竖井封底。
[0018] 进一步地,步骤2中,横通道施工作业包括,
[0019]步骤20,在井壁上打入超前小导管并注浆;
[0020]步骤21,采用弧形导坑留核心土法开挖上台阶土方,并在上台阶拱部架立格栅,打设锁脚锚管,向挂网喷射混凝土 ;
[0021]步骤22,开挖下台阶土方,架立下台阶底板及边墙格栅,向挂网喷射混凝土。
[0022]进一步地,步骤3中,夯管帷幕作业包括,
[0023 ]步骤30,通过夯管锤向路基下部水平向夯入钢管;
[0024]步骤31,夯入钢管成功后,利用钻机将管内土壤取出;
[0025]步骤32,向钢管内填注水泥砂浆。
[0026]进一步地,步骤4中,分别在横通道内和地表位置向地层进行袖阀管注浆作业。
[0027]进一步地,步骤4中,袖阀管注浆作业包括,
[0028]步骤40,钻孔:采用套管护壁水冲法钻孔;
[0029]步骤41,下注浆管:首先在连接好的注浆管底部加下闷盖,注浆管下部到孔底,然后在注浆管中加满水,之后将套管缓慢地提出,最后在注浆管上部盖上闷盖;
[0030] 步骤42,封孔:套管拔出后,在距孔口 Im处之外采用套壳料填充,在距孔口 Im处至孔口段、孔口周围采用速凝水泥砂浆封堵;
[0031]步骤43,注浆:通过花管进行分段式注浆,花管的长度为注浆步距长度。
[0032]本发明的有益效果为:相对于现有技术,本发明能最大限度对既有线路的软弱地基进彳丁加固,可改变路基的物理力学性质及承受荷载的能力,提尚土体强度、减少土体变形,达到加固土体的目的。而且,本发明施工安全、稳妥,完全避免了施工时可能产生的沉降、坍塌现象,保护了地铁区间下穿高铁路基时高铁线路运营安全。
附图说明
[0033]图1为高速铁路既有线路基基底加固的施工状态平面示意图。
[0034]图2为高速铁路既有线路基基底加固的施工状态剖面示意图。
[0035]图中,
[0036] 1、高铁线路;2、隔离粧;3、横通道;4、临时竖井;5、夯管帷幕;6、袖阀管注浆。
具体实施方式
[0037]下面结合说明书附图对本发明的高速铁路既有线路基基底加固方法进行详细解释说明。
[0038]总的来说,本实施例中给出的是北京地铁14号线00标地铁区间盾构下穿京津城际铁路时对尚铁既有路基加固施工,顺序如下:在尚铁线路I南侧开挖临时竖井4,自竖井内向西沿京津城际高铁线路I上行线外侧开挖支护施工横通道3长76.289m,自横通道3内从南侧墙注浆加固试验段,该加固试验段长度19.65m,宽度16m,厚度8.9m,试验段注浆完成后对注浆土体进行钻孔取芯,在确定注浆效果达到设计要求后盾构隧道穿越试验段,经测试试验段穿越过程对地面沉降影响未超过控制标准即可从横通道3北侧向夯管、注浆加固京津城际铁路路基地层,完成后进行盾构隧道穿越,最后进行横通道3及临时竖井4的回填施工。
[0039]如图1、2所示,本发明公开了一种高速铁路既有线路基基底加固方法,该方法包括:
[0040]步骤I,在高铁线路I旁侧,进行临时竖井4施工作业,本实施例中,竖井施工作业采用倒挂井壁法。竖井施工包括井口锁口圈梁及井口围护、竖井超前支护施工、竖井井身初衬、竖井提升系统四个方面的内容。本实施例中,临时竖井4平面尺寸为4mX6m,竖井深度为15.3m,地面高程为+42.00m,竖井井底初支上表面高程+27.00m,初期支护采用300mm厚的网喷混凝土、槽钢角撑及格栅钢架组成联合的支护体系。
[0041] 步骤I包括:
[0042]步骤10,对临时竖井4位置进行测量定位,包括周边环境调查和监测初始值;
[0043]步骤11,安装临时竖井4锁口圈、设置防水墙;竖井锁口圈施工主要包括测量放线、土方开挖、钢筋绑扎、立模以及浇注混凝土等工序;锁口圈浇注一次完成,分层浇注,每层浇注厚度控制在500mm左右,层间尽量缩短时间,不得出现冷缝。浇注混凝土过程中,保证两侧混凝土浇注面高差不超过0.5米,避免偏差过大引起脚手架支撑体系整体偏移。安装提升架,用于进行施工期间的垂直运输。
[0044]步骤12,采用机械设备按照格栅间距分层开挖临时竖井4,安装格栅钢架,竖井格栅由主筋、斜筋、箍筋、U型筋、“之”字筋、连接板等部分组成;本实施例中,竖井支护采用打设锁脚锚管、挂钢筋网的方式;架立格栅钢架、喷射300mm混凝土的联合支护体系。锚管外露长度与喷射混凝土厚度相等。每个循环包括开挖、清底、架设格栅、喷射混凝土、超前小导管注楽等环节。本发明竖井自地表以下深度6m后四壁打设2 5mm X 2.75mm小导管、小导管长2m、环向间距lm,格栅之间采用上下交错布置。
[0045]步骤13,临时竖井4封底,竖井关闭同时设置防水层。井底采用钢筋喷射混凝土的形式进行封底。在开挖到位后,井底平整好后,排架上下层铺设、绑扎牢固。在喷射混凝土前,将钢架表面的泥土等清理干净,喷射混凝土采取由四边向中间喷射的原则,分层喷射,方法同井身喷射方法,最后在集水坑位置喷射混凝土,将竖井井底封好。
[0046]需要说明的是,锁口圈及井口段土方采用人工分层开挖,每次开挖深度自地面下6m以内每次开挖步距0.75m,其余步距0.5m,回填土或喷混凝土的强度不得低于原状土。竖井提升系统安装完成后,开挖竖井井身位置,由于空间限制不能够施工大型机械,只有通过人工配合机械施工。每层开挖分块进行,先对称开挖东西两侧,架设钢格栅加网片并喷混凝土支护,再开挖南北两侧并支护,避免竖井初衬底部同时悬空。开挖时应做好人行步梯用工字钢的预埋,土方通过竖井提升系统提升到地面的临时堆土场。
[0047]步骤2,自临时竖井4内,沿高铁线路I路线方向进行横通道3施工作业,本发明临时竖井4和横通道3组成施工通道;本实施例中,施工通道净宽4.0m,净高3.5m,采用台阶法施工,初衬厚度为300mm。
[0048]步骤2包括步骤20至22:由于洞门处结构受力比较复杂,要求先做好超前小导管注浆支护,施工通道开洞之前先做好结构受力转换,从施工通道拱部开始分段将竖井环向格栅混凝土凿出,但不割断格栅骨架,待架设橫通道格栅前再进行割除。安装施工通道格栅,格栅与竖井内环向格栅、竖向连接钢筋焊接牢固。完成受力转换后才能切断竖向格栅范围内水平支撑和竖向连接筋,确保马头门处土体稳定。
[0049]步骤20,在井壁上打入超前小导管并注浆,本发明超前小导管注浆施工内容主要包括封闭工作面、钻孔、安设小导管、注浆、效果检验等工序。在软弱围岩地层中施工,采用小导管超前支护预加固地层技术,通过注浆,使小导管周围土体固结成一拱形承载壳,在小导管及承载壳的棚架作用下开挖下部土体既安全又稳妥,有效地控制拱顶坍塌。
[0050]具体地,在竖井开挖到横通道3破口标高前2米,加强注浆工序,一直到竖井开挖支护完成。在井壁上放出施工通道马头门开挖外轮廓线的位置,并标出超前小导管的位置,开洞门前沿拱顶施作双排超前小导管,多个小导管呈梅花型布置,分别进行注浆。拱部小导管采用直径25mm钢焊管,长度为3.5m,环向间距500mm,超前注浆加固地层。在通道上方的竖井内连做多架钢格栅,加强支护能力。
[0051]本发明通道施工时,马头门破除施工前,由测量班人员准确放出施工通道开挖外轮廓线、通道拱顶标高以及通道中线。先破除拱部开挖轮廓线内的竖井环向格栅凿出混凝土,将竖井格栅割除,架设钢格栅。掌子面土体在喷射混凝土完成后开挖,且在开挖下一榀钢格栅施工前先素喷混凝土封闭。通道导洞施工时预留核心土台阶法开挖,开挖完后及时架设钢格栅,加喷混凝土封闭掌子面。横通道隧道分成两步开挖,中间设以钢格栅和喷射混凝土结构的临时仰拱。在超前支护的前提下严格遵循短进尺、强支护、快封闭、勤量测的原则分步开挖支护。
[0052]步骤21,采用弧形导坑留核心土法开挖上台阶,拱部弧型部分顺着拱外弧线采用人工环状开挖,周边用洋镐修整,尽可能减少对拱部开挖土体的扰动。开挖上台阶土方,并在上台阶拱部架立格栅,打设锁脚锚管,向挂网喷射混凝土。
[0053]具体地,开挖轮廓经尺寸检查满足设计要求后,立即初喷5cm厚混凝土封闭开挖面,再架立格栅钢架,依据断面中线及标高,准确就位。由于分步开挖,格栅钢架架立时注意控制连接板精度。每片格栅钢架间采用螺栓连接,要求保证螺栓连接质量。拱脚部位严禁架立在虚土上,如存在超挖,应用混凝土垫块或木板垫塞牢固,同时每拱脚各打设2.5m长的锁脚锚管,锚杆尾段与拱架焊接牢固,控制拱部下沉。格栅钢架定位后,挂设10mmX 10mm钢筋网片,钢筋网紧贴初喷混凝土,挂在格栅钢架外侧,铺设平顺,用细铁丝与格栅钢架绑扎牢固。格栅钢架间采用纵向联接筋连接,联接筋纵向搭接长度满足规范要求,同时保证焊接质量。上述各项经检查符合要求后,即进行喷射混凝土到设计厚度,喷射时由拱脚自下而上分层进行,保证混凝土喷射密实,不留空洞。
[0054] 步骤22,开挖下台阶土方,下台阶落后于上台阶3m至5m施作。下台阶采用人工开挖,人工修整。支护施工同上台阶。注意施工中钢筋网片和上部的连接,搭接长度不小于20 cm。架立下台阶底板及边墙格栅,向挂网喷射混凝土。
[0055]在开挖支护过程中应严格控制开挖进尺,避免冒进,每循环开挖进尺为0.5m。用激光指向仪控制开挖中线及水平,确保开挖断面圆顺,无欠挖,开挖轮廓线充分考虑施工误差、预留变形和超挖等因素的影响。对意外出现的超挖或局部塌方应采用喷混凝土回填密实,并及时进行背后回填注浆。开挖过程中必须加强监控量测,当发现地面沉降或拱顶、拱脚和边墙位变形值超过设计允许值或出现突变时,应停止掘进,打锚杆挂网,喷射混凝土封闭掌子面,及时加设临时支撑或仰拱,形成封闭环,控制位移和变形,并做好开挖的施工记录和地质断面描述,加强对洞内外的观察。导洞开挖支护施工过程中,下台阶滞后上台阶3m〜5m,严格遵循“管超前,严注浆,短开挖,强支护,勤量测,早封闭”的施工原则。
[0056]本发明格栅钢架在钢筋加工厂采用冷弯分段制作,段与段之间采用角钢螺栓连接。加工完拭拼合格后,运至现场安装。
[0057]本发明在高铁线路I路线与横通道3之间设置隔离粧2,对高铁线路I进行隔离保护。本实施例中,隔离粧2为复合锚杆粧,隔离粧2设置于京津城际铁路上行线南侧、紧邻横通道3北侧,距离京津城际铁路上行线线中12m,隔离粧2孔径200mm、孔距500mm、排距lm、长度10m,共打设152根。
[0058]复合锚杆粧进行先内后外的施工原则,并跳做钻孔,严禁相邻的两根粧同时施工。本发明复合锚杆粧施工顺序如下:首先需进行现场放线、定位、探槽工作及场地平整,以确定管线空间分布然后避开管线的同时在加固范围内进行钻孔注浆,该步骤包括对加固周边区域进行物探,探明地下管线类型、规格埋深,并采取人工进行挖探,对挖出的地下管线进行标记;然后在复合锚杆粧注浆加固范围内打高250mm的混凝土止浆盘。止浆盘达到强度后进行复合锚杆粧施工,钻孔时要跳孔进行施工;施工过程中使用I台全液压锚杆机和I台注浆机同时钻孔及注浆,全液压锚杆钻机每根钻杆长1.5m、钻机高度4.0m。钻孔完成后钻杆内安放注浆管,然后拔钻杆的同时注水泥浆,过每3至4小时进行二次补浆和三次补浆,注浆采用三根注浆管,每根注浆管出口范围距底端4m,注浆管直径20mm,出浆孔直径4mm,竖向错开150mm,注浆孔安装时第一根管管段不封闭,其余两根管段封闭,并且第二根注浆管比第一、第三根短4米,给第一根管注浆时,二、三根管的出浆孔用浆液隔离塑料胶带粘贴,防止注浆时封堵出浆孔;本发明的注浆浆液采用普通硅酸盐水泥。为防止在此地层成孔过程中发生塌孔,本发明采用全液压锚杆钻机成孔,注浆机采用能满足设计注浆压力的双液注浆机。
[0059]步骤3,自横通道3内,向路基基底方向进行夯管帷幕5作业;夯管帷幕5也就是大管棚超前支护法,即利用特殊的夯管设备,本实施例中,沿隧道顶部外起拱线位置向京津城际路基下横向夯入带有连接互锁导向装置的热乳无缝钢管。依次将钢管夯入,钢管夯通后利用钻机螺旋出土将管内土壤钻出,然后向钢管内填注水泥砂浆。钢管和有压水泥砂浆形成水平向的钢砼粧。夯管平台通过在施工通道贯通后搭设Im高脚手架,上铺枕木及钢板,钢板上铺设工字钢导轨,利用夯管锤进行夯进,待完成夯管后进行注浆就可以在帷幕的保护下,减小注浆对路基的影响,避免注浆造成线路隆起及盾构施工对城际路基影响。夯管帷幕5可减少盾构穿越期间产生的地面沉降;夯管直径大刚度高,有效起到棚架作用,有效的起到土体防坍塌的作用,保障上部土体的安全并保障路基注浆时的安全。
[0060] 步骤3包括:
[0061]步骤30,通过夯管锤向路基下部水平向夯入钢管;钢管和夯管锤定位固定在工字钢支架上。工字钢卧置,利用工字钢槽口承托钢管和夯管锤。工字钢下利用钢板平铺支垫,并与工字钢焊接牢固。钢板下利用枕木采用井字格形式支垫,细部高度调节采用薄板调节。
[0062]步骤31,夯入钢管成功后,利用钻机将管内土壤取出;
[0063]步骤32,向钢管内填注水泥砂浆,为减少阻力,采用注入触变泥浆方法,即在夯进钢管顶端焊一根钢管做导流,前端开孔随夯进长度焊至基坑内与注浆栗连接,随夯随注浆,从而达到减阻目的。触变泥浆采用膨润土加水,加催化剂经过搅拌而成。通过已焊在夯管前端的导流管,将触变泥浆注入在夯进管外壁与土壤的缝隙中。
[0064]步骤4,进行袖阀管注浆6作业,分别在横通道3内和地表位置向地层进行袖阀管注浆6作业;袖阀管注浆6是在地层中按某一角度施设一定深度的钻孔,预灌套壳料,设置注浆外管,注浆外管将永久留在土体中,注浆外管每隔一定间距预留出浆口,在出浆口处加设截止阀,注浆时,将带封堵装置的注浆内管置入注浆外管内,对需要注浆部分进行注浆。这样在土体中产生以钻孔为核心的粧体,且在粧体外围土体裂隙中形成抗剪能力强的树根网状浆脉复合体。浆液在劈裂、延伸及扩散过程中对周围土体产生挤密及充填作用,从而改善和根本改变地基的物理力学性质及承受荷载的作用机制,提高土体的强度和减少变形,达到加固土体的目的。
[0065] 步骤4包括:
[0066]步骤40,钻孔:采用套管护壁水冲法钻孔;采用套管护壁水冲法钻进成孔,钻进深度应达到注浆固结段高度。在钻孔过程中要做好记录,以供注浆作业参考。
[0067]步骤41,下注浆管:首先在连接好的注浆管底部加下闷盖,注浆管下部到孔底,然后在注浆管中加满水,之后将套管缓慢地提出,最后在注浆管上部盖上闷盖;更为具体地,根据注浆要求,在注浆部位下B型注浆管,非注浆部位下A型注浆管。首先在连接好的注浆管底部加下闷盖,将注浆管下入注浆钻孔中,要确保注浆管下到孔底,上部要高出地面,然后在注浆管中加满水,利用重力作用,使注浆管不会浮起,之后将套管缓慢地提出,最后在注浆管上部盖上闷盖,以防止杂物进入注浆管,影响注浆作业质量。
[0068] 步骤42,封孔:套管拔出后,在距孔口 Im处之外采用套壳料填充,在距孔口 Im处至孔口段、孔口周围采用速凝水泥砂浆封堵;更为具体地,套管拔出后,在孔口 Im处以下采用套壳料填充,在距孔口 Im处以上至孔口段和孔口周围采用速凝水泥砂浆封堵,以防止注浆过程中冒浆现象发生。套壳料的作用是封闭袖阀管与钻孔壁之间的环状空间,防止灌浆时浆液流窜,套壳在规定的灌浆段范围内受到破碎而开环,逼使灌浆浆液在一个灌浆段范围内进入地层。
[0069]步骤43,注浆:通过花管进行分段式注浆,花管的长度为注浆步距长度。注浆过程中,每段注浆完成后,向上或向下移动一个步距的心管长度。宜采用提升设备移动,或人工采用2个管钳对称夹住心管,两侧同时均匀用力,将心管移动。每完成2m注浆长度,要拆掉一节注浆芯管。注浆结束后,在注浆管上盖上闷盖,以便于复注施工。需要注意的是,地面以下9m范围内不注浆,保证一定的覆土厚度。在注浆范围顶部打设管棚,为防止管棚打设过程路基沉降,采用间隔两根跳做,同时打设工艺采用夯进工艺,禁止采用泥浆护臂方式打设。控制注浆范围及顺序:先采用小压力注浆上部3m范围加固区,注浆过程由上向下,水平隔2孔以上跳做。控制注浆压力:注浆范围顶上埋深约10m,上部3m范围内注浆压力控制在0.3MPa左右,不大于0.5MPa,随着向下加深,逐渐增大压力,最终压力控制在0.8〜I.5MPa以内。注浆加固时间:注浆加固时间选择在晚上停运后施做,并及时检测注浆过程地面路基变形情况,范围隆起立即采取措施。本发明注浆材料选用TGRM水泥灌浆料和超细水泥灌浆料,具体使用种材料根据试验段确定。
[0070]步骤5,回填临时竖井4和横通道3。待地铁隧道盾构穿越铁路完成后需要对施工临时通道及竖井进行回填,本发明采取立墙起拱线以下2.2m采用素土回填,压实度90%,起拱线上部1.3m利用土袋回填,预埋40mm聚氯乙烯软塑料注浆管,回填完成后注入水泥砂浆。竖井井口 5m以下采用素土回填,压实度90%,井口 5m以内用粘土夯实,压实度90%。
[0071]以上所述仅为本发明的较佳实施例而已,并不用以限制本发明,凡在本发明实质内容上所作的任何修改、等同替换和简单改进等,均应包含在本发明的保护范围之内。
Claims (7)
1.一种高速铁路既有线路基基底加固方法,其特征在于,该方法包括: 步骤1,在高铁线路(I)旁侧,进行临时竖井(4)施工作业; 步骤2,自临时竖井内,沿高铁线路路线方向进行横通道(3)施工作业,临时竖井和横通道组成施工通道; 步骤3,自横通道内,向路基基底方向进行夯管帷幕(5)作业; 步骤4,进行袖阀管注浆(6)作业; 步骤5,回填临时竖井和横通道。
2.根据权利要求1所述的高速铁路既有线路基基底加固方法,其特征在于,步骤2中,在高铁线路路线与横通道之间设置隔离粧(2),隔离粧为复合锚杆粧。
3.根据权利要求1或2所述的高速铁路既有线路基基底加固方法,其特征在于,步骤I中,临时竖井施工作业包括, 步骤10,对临时竖井位置进行测量定位; 步骤11,安装临时竖井锁口圈; 步骤12,分层开挖临时竖井,安装格栅钢架; 步骤13,临时竖井封底。
4.根据权利要求1或2所述的高速铁路既有线路基基底加固方法,其特征在于,步骤2中,横通道施工作业包括, 步骤20,在井壁上打入超前小导管并注浆; 步骤21,采用弧形导坑留核心土法开挖上台阶土方,并在上台阶拱部架立格栅,打设锁脚锚管,向挂网喷射混凝土; 步骤22,开挖下台阶土方,架立下台阶底板及边墙格栅,向挂网喷射混凝土。
5.根据权利要求1或2所述的高速铁路既有线路基基底加固方法,其特征在于,步骤3中,夯管帷幕作业包括, 步骤30,通过夯管锤向路基下部水平向夯入钢管; 步骤31,夯入钢管成功后,利用钻机将管内土壤取出; 步骤32,向钢管内填注水泥砂浆。
6.根据权利要求1或2所述的高速铁路既有线路基基底加固方法,其特征在于,步骤4中,分别在横通道内和地表位置向地层进行袖阀管注浆作业。
7.根据权利要求6所述的高速铁路既有线路基基底加固方法,其特征在于,步骤4中,袖阀管注浆作业包括, 步骤40,钻孔:采用套管护壁水冲法钻孔; 步骤41,下注浆管:首先在连接好的注浆管底部加下闷盖,注浆管下部到孔底,然后在注浆管中加满水,之后将套管缓慢地提出,最后在注浆管上部盖上闷盖; 步骤42,封孔:套管拔出后,在距孔口 Im处之外采用套壳料填充,在距孔口 Im处至孔口段、孔口周围米用速凝水泥砂楽封堵; 步骤43,注浆:通过花管进行分段式注浆,花管的长度为注浆步距长度。
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