CN108517877B - 杂填土超深基坑固结注浆结合双排钢管桩支护工法 - Google Patents
杂填土超深基坑固结注浆结合双排钢管桩支护工法 Download PDFInfo
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- CN108517877B CN108517877B CN201810372212.0A CN201810372212A CN108517877B CN 108517877 B CN108517877 B CN 108517877B CN 201810372212 A CN201810372212 A CN 201810372212A CN 108517877 B CN108517877 B CN 108517877B
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Abstract
本发明公开了一种杂填土超深基坑固结注浆结合双排钢管桩支护工法,包括下列步骤:(一)钢管桩及注浆挡土结构施工;(二)后冲击自进式锚杆施工。本工法解决了临近建筑物在上半部杂填土、下半部岩石的超深基坑的情况下,支护桩、墙无法施工的问题,利用组合支护技术,极大减轻了对基坑的扰动,有效地保护了既有建筑物的安全。采用双排钢管桩结合压力注浆和花管注浆技术,形成了厚度较大、刚度较好的挡土结构,代替了传统的排桩、连续墙挡土结构,工艺相对简单。
Description
技术领域
本发明涉及一种杂填土超深基坑固结注浆结合双排钢管桩支护工法,属于建筑施工技术领域。
背景技术
随着城市建筑物密度日益增大,各种复杂地质条件的深基坑支护难度逐渐加大,工程中经常会遇到具有较厚、松散系数高的松散回填土层,开挖易造成边坡不稳,对临近建筑物影响大,临近建筑物支护一般采用排桩、连续墙等刚度大的支护结构,以确保临近结构安全。若遇到上部填土、下部坚硬岩石的情况,排桩及连续墙也难以施工。
对于填土地层的锚杆施工,往往采用套管钻进或自进式锚杆,对于含有块石、混凝土块等障碍物的杂填土,由于成分复杂,障碍多,空隙率大,水冲式套管钻进易造成地面下沉,风动跟管式套管钻进效率低,且均造价较高,而常规自进式锚杆难以钻进。
发明内容
本发明所要解决的技术问题是:提供一种杂填土超深基坑固结注浆结合双排钢管桩支护工法。
为解决上述技术问题,本发明采用的技术方案是:
本发明提供的杂填土超深基坑固结注浆结合双排钢管桩支护工法,包括下列步骤:
(一)钢管桩及注浆挡土结构施工
1、钢管桩施工工艺流程
定位→钻机就位→钻孔→钢管桩制作、安装→钢管四周封孔→注浆袋封孔压力注浆。
2、花管注浆施工工艺流程
定位→钻机就位→钻孔→花管安装→花管四周封孔→花管压力注浆。
3、冠连梁施工工流程
凿桩头→钢筋绑扎→支模板→浇筑混凝土→拆模→养护。
4、操作要点
1)钢管材料及加工:钢管桩采用Ф146*5钢管,花管采用Ф50*3钢管,钢管周圈梅花状设置出浆孔,间距30cm,直径10mm。
2)竖向钢管桩和花管成孔采用潜孔钻配以潮湿黄泥护壁,成孔深度需要超深50cm,钢管桩安装采用吊车配以人工安放,对下不到位的钢管采用振动锤配合振捣至设计深度。
3)注浆材料:采用纯水泥浆,水泥浆液水灰比为1:1~0.5:1,先稀后稠,注浆终止时,采用水灰比0.5:1水泥浆注满钢管。
4)封孔措施:钢管桩顶部四周与钻孔的间隙采用速凝水泥砂浆填塞,填塞深度不少于0.5m,速凝水泥砂浆配比水泥:砂:速凝剂=1:1:0.05,封孔砂浆凝固2h后可在钢管内进行压力注浆。注浆时先将注浆管插入到钢管底部将钢管注满,然后采用实用新型简易封孔注浆袋放进孔内,距离孔口不少于30cm,注浆泵将浆液通过进浆口进入注浆管后,自里端出浆口和注浆袋内的出浆孔出浆,逐渐充满注浆袋,充满到一定程度后,使袋体四周紧密贴紧孔壁,形成密封效果,继续注浆形成压力注浆,注浆压力可达到0.5-1.0MPa,使钻孔内空隙、软弱部位全部充满浆液并向周边回填土渗透,加固周边回填土,达到良好的注浆加固效果。该方法实用,简便快速,成本低廉。
花管注浆采用焊接接头的方式与注浆管相连。
5)注浆压力及注浆量:由于注浆压力及注浆量与加固土的成分、密实度、孔隙率,以及注浆孔间距、孔深及注浆次序等因素有关,应结合现场试验进行确定。一般规定:注浆压力0.5~1.0MPa,注浆量按被加固体积的15-20%考虑,连续10min注浆量小于1L/min可停止注浆。
(二)后冲击自进式锚杆施工
1、后冲击自进式锚杆施工工艺流程
开挖→定位→钻机就位→安装后置风动冲击器→自进式锚杆加工安装→逐节打入→压力注浆→端头锁定
2、后冲击自进式锚杆施工操作要点
1)采用地质钻机或潜孔钻进,钻机前端安设风动冲击器,冲击器钻头加工与自进式锚杆丝扣连接,动力采用13-17m3/min空压机,将锚杆边冲击边旋转打入杂填土层。自进式锚杆采用高强地质管加工,每节2-3m,方形扣外接箍连接,钢管四周设梅花形出浆孔,前端头设合金钻头。钻进利用钻机旋转顶进力和后端冲击器高频冲击力,细颗粒回填成分部分钻进速度加快,遇块石等障碍物时,高频冲击配以合金钻头将块石破碎或穿过块石继续钻进,直至实现钻进至设计深度。
在施工前应做工艺试验,通过试验熟悉施工区的具体的土质状况,确定杆体型号、冲击力、钻头形式、注浆压力及注浆量等工艺参数。
2)后冲击自进式锚杆打设到位后,注浆机通过丝扣连接自进式锚杆外端头,压力注浆,注浆采用纯水泥浆,根据地层孔隙率确定注浆压力和注浆量,注浆压力一般不大于1MPa,靠近重要建筑物、构筑物、管线部位不大于0.5MPa,并密切观察注浆时的周边反映。注浆液可由稀变浓,起初可采用1:1,后期注浆加浓至0.5:1,注浆量一般50-200kg/m,连续10min注浆量小于1L/min可停止注浆。
3)端部浇筑腰梁或安装钢梁,面层喷射混凝土。
4)安装螺杆、钢垫板,螺母采用长臂扭力扳手锁定。
5.3监测技术与分析
为确保工程建设安全和临边建筑正常使用,必须进行全过程监测,监测内容有基坑坡顶地表、管线及建(构)筑物、锚杆轴力的变化情况,及时测量各主要工序施工阶段引起的动态变形数值,并与分析计算值比较,及时反馈指导设计和施工。主要的监测内容参见下表:
表监测项目汇总表
本工法适用范围:
临近建筑物、地质构造复杂的上部杂填土、下部基岩直立开挖的深基坑及高大边坡支护。本工法工艺原理:
杂填土固结注浆结合双排钢管桩支护施工工法,首先施工双排竖向钢管桩,靠近基坑一侧钢管桩嵌入基底以下1.5m,远离基坑一侧钢管桩嵌入基岩以下1.5m,钢管桩采用泥浆护壁成孔后安装钢管,钢管周圈梅花状打设注浆孔,钢管下放安装好后,管外壁与土体之间空隙采用速凝砂浆封孔,在钢管内采用注浆袋封孔压力注浆,固结加固钢管桩周围松散回填土。两排钢管桩之间设一定密度的注浆花管,采用渗透压力注浆技术,固结钢管桩之间的松散回填土,使花管注浆体与钢管桩注浆体相互咬合联接.双排钢管桩顶采用现浇钢筋混凝土冠连梁联系,使双排钢管桩范围的回填土得以固结加固,与钢管桩一起形成一道厚度较大、刚度强、抗弯抗剪能力强的挡土结构。
分层开挖支护时,由于杂填土松散,障碍物多,水平斜向下的锚杆施工一方面塌孔,另一方面遇障碍物难以处理,若水冲式套管钻进容易造成地面下沉,若风动跟管式套管钻进效率极低,且均造价较高,而常规自进式锚杆难以钻进。经技术人员研究探索,我们现场采用后冲击自进式锚杆技术,利用常规工程钻机(地质钻机、潜孔钻机等)配以风动冲击器,冲击器钻头改造后使之能够与自进式锚杆连接,自进式锚杆设合金钻头可以冲击破碎块石等障碍物,冲击器将自进式锚杆逐节打入杂填土层,打至设计深度后,压力注浆使锚杆四周形成不规则锚固体,同时对回填土了进行加固固结。
本发明的有益效果:
1解决了临近建筑物在上半部杂填土、下半部岩石的超深基坑的情况下,支护桩、墙无法施工的问题,利用组合支护技术,极大减轻了对基坑的扰动,有效地保护了既有建筑物的安全。
2采用双排钢管桩结合压力注浆和花管注浆技术,形成了厚度较大、刚度较好的挡土结构,代替了传统的排桩、连续墙挡土结构,工艺相对简单。
3采用注浆袋封孔新技术,在钢管桩内压力注浆通过钢管岀浆孔向周边回填土渗透注浆,使封孔注浆快速简单,成本费用低,加快了施工速度。
4采用后冲击自进式锚杆新技术,解决了杂填土锚杆难以成孔的问题,同时对填土进行压力注浆固结加固,起到良好的锚固和加固作用。
5避免了常规桩锚成孔大量水的使用,对原土进行注浆加固后作为支护结构的一部分,避免了大量泥浆污染,满足了节能和环保要求。
效益分析:
1为控制变形,临近建筑物支护一般采用排桩、连续墙等刚度很大的支护结构,以确保临近结构安全。若遇到上部填土、下部坚硬岩石的情况,排桩及连续墙难以嵌入基底以下。富含障碍物的杂填土锚杆施工,如果使用水冲式双套管钻进工艺,一方面会造成回填土下沉,另一方面造价较高,如果使用风动跟管钻进工艺,施工速度极慢,每天平均施工长度约25-30m。本工法通过组合支护技术,将钢管桩、花管、后冲击自进式锚杆、压力注浆技术有机的结合在一起,成功的解决了这一重大技术难题。
2对该工法的经济效益进行分析如下:挡土结构若采用排桩方案,预计延米费用800-900元/(单位深度),钢管桩与花管注浆组合预计延米费用500-600元/(单位深度),挡土结构节余费用约30%。杂填土地层施工锚杆,如果使用水冲式双套管钻进工艺,一方面会造成回填土下沉,另一方面造价较高,一般在220元/m以上;如果使用风动跟管钻进工艺,施工速度极慢,每天平均施工长度约25-30m,造价在250元/m以上。采用后冲击自进式锚杆,施工速度平均在100-150m左右,造价在180元/m左右,节约20-30%。目前,该工法成功应用于青岛大学附属医院东区综合病房楼项目与青岛体育中心辅助训练场项目基坑支护工程,均取得了良好的质量效果,节约成本共计31.3万元,工期提前44天,经济效益明显。
3该工法系无泥浆施工工艺,避免了大量水的使用,充分利用加固原土作为支护结构的一部分,避免了大量泥浆的污染,社会效益明显。
4本工法的成功实施使得原先只能采用排桩、挡土墙的工程也可以采用钢管桩+锚杆支护方案,施工迅速,环保性好,节省投资费用。同时,该工法也可以在回填土高大边坡搭设脚手架施工,进口锚杆机因体重很大根本无法进行该类边坡的施工。该工法为以后基坑、边坡工程在类似情况下的建设提供了可靠的决策依据和技术指标,新颖的工法技术极大地推进了支护技术的进步。
具体实施方式
实施例1
本实施例提供的杂填土超深基坑固结注浆结合双排钢管桩支护工法,包括下列步骤:
(一)钢管桩及注浆挡土结构施工
1、钢管桩施工工艺流程
定位→钻机就位→钻孔→钢管桩制作、安装→钢管四周封孔→注浆袋封孔压力注浆。
2、花管注浆施工工艺流程
定位→钻机就位→钻孔→花管安装→花管四周封孔→花管压力注浆。
3、冠连梁施工工流程
凿桩头→钢筋绑扎→支模板→浇筑混凝土→拆模→养护。
4、操作要点
1)钢管材料及加工:钢管桩采用Ф146*5钢管,花管采用Ф50*3钢管,钢管周圈梅花状设置出浆孔,间距30cm,直径10mm。
2)竖向钢管桩和花管成孔采用潜孔钻配以潮湿黄泥护壁,成孔深度需要超深50cm,钢管桩安装采用吊车配以人工安放,对下不到位的钢管采用振动锤配合振捣至设计深度。
3)注浆材料:采用纯水泥浆,水泥浆液水灰比为1:1~0.5:1,先稀后稠,注浆终止时,采用水灰比0.5:1水泥浆注满钢管。
4)封孔措施:钢管桩顶部四周与钻孔的间隙采用速凝水泥砂浆填塞,填塞深度不少于0.5m,速凝水泥砂浆配比水泥:砂:速凝剂=1:1:0.05,封孔砂浆凝固2h后可在钢管内进行压力注浆。注浆时先将注浆管插入到钢管底部将钢管注满,然后采用实用新型简易封孔注浆袋放进孔内,距离孔口不少于30cm,注浆泵将浆液通过进浆口进入注浆管后,自里端出浆口和注浆袋内的出浆孔出浆,逐渐充满注浆袋,充满到一定程度后,使袋体四周紧密贴紧孔壁,形成密封效果,继续注浆形成压力注浆,注浆压力可达到0.5-1.0MPa,使钻孔内空隙、软弱部位全部充满浆液并向周边回填土渗透,加固周边回填土,达到良好的注浆加固效果。该方法实用,简便快速,成本低廉。
花管注浆采用焊接接头的方式与注浆管相连。
5)注浆压力及注浆量:由于注浆压力及注浆量与加固土的成分、密实度、孔隙率,以及注浆孔间距、孔深及注浆次序等因素有关,应结合现场试验进行确定。一般规定:注浆压力0.5~1.0MPa,注浆量按被加固体积的15-20%考虑,连续10min注浆量小于1L/min可停止注浆。
(二)后冲击自进式锚杆施工
1、后冲击自进式锚杆施工工艺流程
开挖→定位→钻机就位→安装后置风动冲击器→自进式锚杆加工安装→逐节打入→压力注浆→端头锁定
2、后冲击自进式锚杆施工操作要点
1)采用地质钻机或潜孔钻进,钻机前端安设风动冲击器,冲击器钻头加工与自进式锚杆丝扣连接,动力采用13-17m3/min空压机,将锚杆边冲击边旋转打入杂填土层。自进式锚杆采用高强地质管加工,每节2-3m,方形扣外接箍连接,钢管四周设梅花形出浆孔,前端头设合金钻头。钻进利用钻机旋转顶进力和后端冲击器高频冲击力,细颗粒回填成分部分钻进速度加快,遇块石等障碍物时,高频冲击配以合金钻头将块石破碎或穿过块石继续钻进,直至实现钻进至设计深度。
在施工前应做工艺试验,通过试验熟悉施工区的具体的土质状况,确定杆体型号、冲击力、钻头形式、注浆压力及注浆量等工艺参数。
2)后冲击自进式锚杆打设到位后,注浆机通过丝扣连接自进式锚杆外端头,压力注浆,注浆采用纯水泥浆,根据地层孔隙率确定注浆压力和注浆量,注浆压力一般不大于1MPa,靠近重要建筑物、构筑物、管线部位不大于0.5MPa,并密切观察注浆时的周边反映。注浆液可由稀变浓,起初可采用1:1,后期注浆加浓至0.5:1,注浆量一般50-200kg/m,连续10min注浆量小于1L/min可停止注浆。
3)端部浇筑腰梁或安装钢梁,面层喷射混凝土。
4)安装螺杆、钢垫板,螺母采用长臂扭力扳手锁定。
5.3监测技术与分析
为确保工程建设安全和临边建筑正常使用,必须进行全过程监测,监测内容有基坑坡顶地表、管线及建(构)筑物、锚杆轴力的变化情况,及时测量各主要工序施工阶段引起的动态变形数值,并与分析计算值比较,及时反馈指导设计和施工。主要的监测内容参见下表:
表 监测项目汇总表
实施例2应用实例
(一)青医附院东部医院基坑支护工程
1.1工程概况
该工程位于青岛市崂山区,工程地上4~16层,地下3层,基底绝对标高12.45~15.45m。基坑总长约590m,开挖深度10~16m。基坑北侧为现状门诊和病房楼,临近基坑多层建筑采用独立基础,以花岗岩强风化带为持力层,开挖线距离建筑物最近处仅有700mm。建筑室内标高为31.95m,独立基础基底标高为23.5~25.5m,即室内坪以下杂填土厚度6.45~8.45m,独立基础以下为中等风化花岗岩和微风化花岗岩。
1.2工程地质和水文地质条件
场区地貌类型为侵蚀~侵蚀堆积缓坡,表层后经人工改造。
靠近建筑物侧工程地质条件:
第①-1层杂填土:灰褐色,干~稍湿,松散~稍密,以回填建筑垃圾为主,局部夹有砖块、碎石、块石。
第⒄层中等风化粗粒花岗岩:肉红色~灰褐色,粗粒结构,块状构造;长石、石英为主要矿物成分;岩石中等风化,裂隙发育,岩芯呈块状~碎块状,锤击易碎。
第⒅层微风化粗粒花岗岩:肉红色,结构、构造、矿物成分同上,岩芯呈块状~短柱状,裂隙稍发育,金刚石钻进,岩块坚硬,锤击声脆,不易碎。
水文地质条件:拟建场地的地下水类型以回填土上层滞水和基岩裂隙水为主,主要接受大气降水补给,以侧向迳流排汇为主。
1.3设计方案
该部位上部地质条件很差,开挖极易塌方和下沉,环境条件恶劣,建筑物临边开挖深基坑,极易造成建筑物开裂、下沉,影响结构安全和使用。若采用支护桩,由于地层条件限制,只能使用冲击灌注桩,采用冲击钻灌注桩一则空间不够,二则冲击振动对建筑物结构和使用有很大影响。经分析,结合以往施工经验,该部位采用了双排钢管桩结合锚杆支护的方案,其中上部回填土地质条件极为复杂,试验段采用的常规成孔方式均无法成孔,根据技术人员的研究最终确定采用了“杂填土固结注浆结合双排钢管桩支护工法”,即竖向双排注浆钢管桩+花管注浆+斜向后冲击自进式锚杆注浆固结回填土的支护方式。
1.4工程监测与结果评介
“杂填土固结注浆结合双排钢管桩支护工法”使得该部位基坑开挖及建设得以实现,采用该工法技术后,保证了施工过程基坑及周边环境的安全稳定,及时监测各主要工序施工阶段引起的沉降动态数值,对基坑位移及楼房沉降进行了全过程监控量测。
现该部位基坑已经开挖至微风化花岗岩部位,深度在10m左右,临近医院建筑物沉降监测3.4-5.1mm,结构安全使用,变形控制的比较理想。
监测表明,施工全过程锚固支护体系整体稳定,监测各项指标均控制良好,满足了国家及山东省规范规程要求。
(二)青岛体育中心辅助训练场项目基坑支护工程
2.1工程概况
拟建项目位于青岛市崂山区银川东路3号,体育中心体育场西侧,工程地下两层,基底绝对标高36.40m。基坑总长约600m,开挖深度13.60~16.60m,基坑安全等级一级。
拟建场区东侧距离地下室边线约5.37m为体育场现有消防车道,在开挖范围内含有消防栓,施工时需要迁移;埋有雨水管道,埋深约1.0m;距离地下室边线约14.20m为体育场疏散平台;距离地下室边线约25.0m为现有体育场及看台,基础埋深约1.10m。
2.2工程地质和水文地质条件
场区地貌类型为侵蚀~侵蚀堆积缓坡,表层后经人工改造。
靠近建筑物侧工程地质条件:
第①-1层杂填土:灰褐色,干~稍湿,松散~稍密,以回填建筑垃圾为主,局部夹有砖块、碎石、块石。
第层粉质粘土
灰褐色~黄褐色,可塑,具有中等压缩性。局部见有铁锰氧化物及少量结核,见高岭土条带,切面较光滑,含少量中粗砂,局部地段砂含量高。
第层强风化粗粒花岗岩
黄褐色~肉红色,粗粒结构,块状构造;长石、石英为主要矿物成分;岩石风化强烈,岩芯呈块状,手搓易碎呈砂土~角砾状。
第⒄层中等风化粗粒花岗岩:肉红色~灰褐色,粗粒结构,块状构造;长石、石英为主要矿物成分;岩石中等风化,裂隙发育,岩芯呈块状~碎块状,锤击易碎。
第⒅层微风化粗粒花岗岩:肉红色,结构、构造、矿物成分同上,岩芯呈块状~短柱状,裂隙稍发育,金刚石钻进,岩块坚硬,锤击声脆,不易碎。
水文地质条件:拟建场地的地下水类型以回填土上层滞水和基岩裂隙水为主,主要接受大气降水补给,以侧向迳流排汇为主。
2.3设计方案
10-10单元上部地质条件很差,开挖极易塌方和下沉,环境条件恶劣,原设计采用放坡+复合土钉墙的支护方式,现场施工至第三道预应力锚索时,开挖层位于粉质粘土与沙砾状碎裂岩交界处,破碎岩滑落,使上部土体漏空,格构梁下坠,导致边坡出现垂直滑移,现需对滑移位置进行加固。
经公司技术人员和基坑设计人员讨论分析,结合以往施工经验,该部位采用了双排钢管桩结合锚杆支护的方案,其中上部回填土地质条件极为复杂,试验段采用的常规成孔方式均无法成孔,根据技术人员的研究最终确定采用了“杂填土固结注浆结合双排钢管桩支护工法”,即竖向双排注浆钢管桩+花管注浆+斜向后冲击自进式锚杆注浆固结回填土的支护方式。
2.4工程监测与结果评介
“杂填土固结注浆结合双排钢管桩支护工法”使得该部位上部土体得以加固,保证了施工过程基坑及周边环境的安全稳定,通过监测各主要工序施工阶段引起的沉降动态数值及基坑位移及楼房沉降全过程监控量测,基坑现已挖至第四层,数值显示基坑位移及周边沉降处于安全要求范围内。
Claims (1)
1. 杂填土超深基坑固结注浆结合双排钢管桩支护工法,其特征在于,包括下列步骤:
(一)钢管桩及注浆挡土结构施工
1、钢管桩施工工艺流程
定位→钻机就位→钻孔→钢管桩制作、安装→钢管四周封孔→注浆袋封孔压力注浆;
2、花管注浆施工工艺流程
定位→钻机就位→钻孔→花管安装→花管四周封孔→花管压力注浆;
3、冠连梁施工工流程
凿桩头→钢筋绑扎→支模板→浇筑混凝土→拆模→养护;
4、操作要点
1)钢管材料及加工:钢管桩采用Ф146*5钢管,花管采用Ф50*3钢管,钢管周圈梅花状设置出浆孔,间距30cm,直径10mm;
2)竖向钢管桩和花管成孔采用潜孔钻配以潮湿黄泥护壁,成孔深度需要超深50cm,钢管桩安装采用吊车配以人工安放,对下不到位的钢管采用振动锤配合振捣至设计深度;
3)注浆材料:采用纯水泥浆,水泥浆液水灰比为1:1~0.5:1,先稀后稠,注浆终止时,采用水灰比0.5:1水泥浆注满钢管;
4)封孔措施:钢管桩顶部四周与钻孔的间隙采用速凝水泥砂浆填塞,填塞深度不少于0.5m,速凝水泥砂浆配比水泥:砂:速凝剂=1:1:0.05,封孔砂浆凝固2h后在钢管内进行压力注浆;注浆时先将注浆管插入到钢管底部将钢管注满,然后采用简易封孔注浆袋放进孔内,距离孔口不少于30cm,注浆泵将浆液通过进浆口进入注浆管后,自里端出浆口和注浆袋内的出浆孔出浆,逐渐充满注浆袋,充满到一定程度后,使袋体四周紧密贴紧孔壁,形成密封效果,继续注浆形成压力注浆,注浆压力达到0.5-1.0MPa,使钻孔内空隙、软弱部位全部充满浆液并向周边回填土渗透,加固周边回填土,达到良好的注浆加固效果;花管注浆采用焊接接头的方式与注浆管相连;
5)注浆压力及注浆量:注浆压力0.5~1.0MPa,注浆量按被加固体积的15-20%,连续10min注浆量小于1L/min停止注浆;
(二)后冲击自进式锚杆施工
1、后冲击自进式锚杆施工工艺流程
开挖→定位→钻机就位→安装后置风动冲击器→自进式锚杆加工安装→逐节打入→压力注浆→端头锁定;
2、后冲击自进式锚杆施工操作要点
1)采用地质钻机或潜孔钻进,钻机前端安设风动冲击器,冲击器钻头加工与自进式锚杆丝扣连接,动力采用13-17m3/min空压机,将锚杆边冲击边旋转打入杂填土层;自进式锚杆采用高强地质管加工,每节2-3m,方形扣外接箍连接,钢管四周设梅花形出浆孔,前端头设合金钻头;钻进利用钻机旋转顶进力和后端冲击器高频冲击力,细颗粒回填成分部分钻进速度加快,遇块石障碍物时,高频冲击配以合金钻头将块石破碎或穿过块石继续钻进,直至实现钻进至设计深度;
2)后冲击自进式锚杆打设到位后,注浆机通过丝扣连接自进式锚杆外端头,压力注浆,注浆采用纯水泥浆,根据地层孔隙率确定注浆压力和注浆量,注浆压力不大于1MPa,靠近重要建筑物、构筑物、管线部位不大于0.5MPa,并密切观察注浆时的周边反映;注浆液由稀变浓,起初采用1:1,后期注浆加浓至0.5:1,注浆量50-200kg/m,连续10min注浆量小于1L/min停止注浆;
3)端部浇筑腰梁或安装钢梁,面层喷射混凝土;
4)安装螺杆、钢垫板,螺母采用长臂扭力扳手锁定;
3、监测技术与分析
监测内容有基坑坡顶地表、管线及建筑物、锚杆轴力的变化情况,及时测量各主要工序施工阶段引起的动态变形数值,并与分析计算值比较,及时反馈指导设计和施工;主要的监测内容如下:
地表沉降、建筑物沉降与倾斜、地下管线沉降:监测仪器为苏州一光OTS610N型全站仪,监测频率为开挖期间1~2次/天,浇筑底板后1次/3天;
锚杆轴力:监测仪器为锚杆测力计,监测频率为锁定后1~2次/天,浇筑底板后1次/3天。
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