CN1193141C - 一种加固地基基础的复合注浆施工方法 - Google Patents
一种加固地基基础的复合注浆施工方法 Download PDFInfo
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- CN1193141C CN1193141C CNB031142397A CN03114239A CN1193141C CN 1193141 C CN1193141 C CN 1193141C CN B031142397 A CNB031142397 A CN B031142397A CN 03114239 A CN03114239 A CN 03114239A CN 1193141 C CN1193141 C CN 1193141C
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- Prior art keywords
- grouting
- pressure
- pile
- casting
- stake
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- 230000003014 reinforcing Effects 0.000 title claims abstract description 30
- 238000000034 methods Methods 0.000 title abstract description 8
- 238000005266 casting Methods 0.000 claims abstract description 43
- 230000003068 static Effects 0.000 claims abstract description 43
- 239000011901 water Substances 0.000 claims abstract description 35
- 239000010410 layers Substances 0.000 claims abstract description 30
- 238000005553 drilling Methods 0.000 claims abstract description 16
- 230000002787 reinforcement Effects 0.000 claims abstract description 13
- 239000002002 slurries Substances 0.000 claims description 47
- 239000007921 sprays Substances 0.000 claims description 43
- 238000005516 engineering processes Methods 0.000 claims description 33
- 238000007569 slipcasting Methods 0.000 claims description 31
- 239000002689 soil Substances 0.000 claims description 24
- 230000002950 deficient Effects 0.000 claims description 19
- 238000002347 injection Methods 0.000 claims description 16
- 239000007924 injections Substances 0.000 claims description 16
- 239000004568 cements Substances 0.000 claims description 14
- 238000005728 strengthening Methods 0.000 claims description 12
- 238000005507 spraying Methods 0.000 claims description 10
- 239000011435 rock Substances 0.000 claims description 9
- 210000004911 Serous fluid Anatomy 0.000 claims description 7
- 239000011398 Portland cement Substances 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N Sodium silicate Chemical compound 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- 239000000463 materials Substances 0.000 claims description 3
- GSEJCLTVZPLZKY-UHFFFAOYSA-N Tris Chemical compound 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Abstract
Description
所属技术领域本发明涉及土木建筑学科的岩土工程领域,具体涉及加固地基基础技术领域。
背景技术
目前国际国内的注浆加固地基基础的注浆技术主要分为静压注浆技术和高压旋喷注浆技术两类。
1、静压注浆法技术:静压注浆技术是利用液压、气压和电化学的原理,通过注浆管将能强力固化的浆液注入地层中,浆液以充填、渗透、挤密和劈裂等方式,挤走土颗粒或岩石裂隙中的水分和空气后占据其位置,浆液固结后将原来松散的土粒或裂隙胶结成一个整体,从而改变岩土体的物理力学性质。
静压注浆技术加固地基基础优点是:浆液扩散范围大,对砂砾石、砂卵石地层注浆效果好,注浆固结体强度较高,注浆浆液全部进入地层中,浆液利用率高。
静压注浆技术加固地基基础的缺点是:注浆浆液可控性较差,易出现串浆及跑浆现象,浆液易流失到加固区域以外的地方,加固影响区域很难有效控制,为使静压注浆能有效控制加固范围,我国注浆技术人员又开发了袖阀管静压注浆法,但深度上的可控性仍没有得到有效解决。在加固处理粘性土和粉细砂层地基时,浆液注入主要是靠挤密和劈裂作用,加固后注浆固结体强度较低且浆液扩散的均匀性较差,不能成桩体状。
静压注浆技术适用土质范围:中粗砂及砂砾石,破碎岩与卵砾石,软粘土和湿陷性黄土。
2、高压旋喷注浆技术:高压旋喷注浆技术是利用高压射流切割原理,通过带有喷嘴的注浆管在土层的预定深度以高压设备使浆液或水成为20Mpa左右或更高的高压射流从喷嘴中喷射出来,冲击切割土体,当喷射流的动压超过土体结构强度时,土粒便从土体中剥离。一部分细小的颗粒随浆液冒出地面,其余土粒在喷射流的冲击力、离心力和重力的作用下,与浆液搅拌混合,并按一定的浆土比例和质量大小有规律的重新排列,浆液凝固后,便在土中形成一个固结体。固结体是浆液与土以半置换或全置换的方式凝固而成的。
高压旋喷注浆技术加固地基基础的优点是:加固地基时浆液在喷切割土体极限范围之内固结,浆液可控性好,不易流失到远距离的加固区域外,以置换土体方式固结,固结体强度高。高压旋喷注浆能定向定位,能形成连续的圆柱状的旋喷桩体,能直接承受上部荷载。高压旋喷注浆技术适用于土质范围大,在砂层中注浆效果尤佳。
高压旋喷注浆技术加固地基基础的缺点是:加固地基时注浆浆液只能在喷射破坏土体的极限范围之内固结,浆液扩散范围较小,对有结石物或硬物阻碍时无法达到所需加固范围。同时注浆浆液受喷射流动性的制约,水灰比较大,固结体收缩也较大,易与原基础结合不紧密。高压旋喷注浆技术对卵砾石地基及含有大纤维质的腐植土注浆效果较差。
我国建筑业发展至今,大量的软土地基需进行加固处理,同时我国有大量既有建筑物地基和新建建筑物桩基出现质量问题需进行加固处理,但上述两类注浆技术均有其固有的缺陷,在地基基础加固中应用的地层范围和加固对象范围较小,注浆的效果的可靠度相对较低,满足不了各种复杂条件下的工程需要。
发明内容
本发明的目的在于提供一种新的加固地基基础的施工方法,这种施工方法能达到最大的适用地层范围和最佳的加固效果。
本发明提供的一种加固地基基础的复合注浆施工方法,包括以下施工步骤:(1)注浆钻孔施工:对既有建筑物地基进行加固时,先采用地质钻机钻穿既有建筑物原基础或承台,然后根据设计注浆深度要求,采用地质钻机或高压旋喷钻机钻孔到预定深度,当以土层或强风化岩层作为注浆持力层时采用高压旋喷钻机直接钻孔,以中风化以上岩层作为注浆持力层时或地层中有卵砾石层时需采用地质钻机钻至终孔:对桩基的桩身缺陷或桩底持力层缺陷进行加固时,先采用地质钻机在桩中进行钻孔抽芯或在桩侧进行钻孔,对桩身缺陷加固时需在桩中钻孔抽芯至缺陷位置以下1米左右,对桩底持力层缺陷加固时从桩中或桩侧钻孔抽芯至完整持力层以下3米左右;(2)建立孔口注浆装置:注浆钻孔施工完成以后,在钻孔孔口建立注浆装置,孔口注浆装置采用单管接头式或混合器式,单管接头式用于单液注浆,混合器式用于双液注浆,孔口注浆装置采用预埋设的方式固定在注浆钻孔孔口,然后将孔口装置与钻孔之间的间隙固定密封;(3)采用高压旋喷方式喷射清水进行冲洗扩孔:对桩基的桩身缺陷或桩底持力层缺陷进行加固时,等孔口注浆装置埋设1~2天后,先采用高压旋喷方式喷射清水对缺陷位置进行冲洗,喷射清水时按如下工艺参数进行喷射:喷射压力为20~30Mpa、喷射提升速度为10~20cm/min、喷射旋转速度为20~40r/min,将注浆管分段下入孔底,旋喷清水采用从下而上、单管旋喷注浆方式,洁水喷射1~3次;对既有建筑物地基进行加固时,可省略喷射清水这一步骤:(4)采用高压旋喷注浆方式进行注浆:喷射清水完成后,采用高压旋喷注浆方式进行旋喷注浆,旋喷注浆按如下工艺参数进行注浆:喷射压力为20~30Mpa、喷射提升速度为10~20cm/min、喷射旋转速度为20~40r/min、浆液水灰比为1~1.2∶1,旋喷注浆按从下而上的方式;对既有建筑物地基进行加固时,旋喷采用单管旋喷注浆方式,下钻时需快速且尽量小压力小流量喷水,旋喷时采用直接喷浆1次的方式,在底部和顶部喷浆2次;对桩基的桩身缺陷或桩底持力层缺陷进行加固时,旋喷时喷浆两次;(5)采用静压注浆方式进行注浆:高压旋喷注浆结束后,利用孔口注浆装置封住孔口进行静压注浆,静压注浆开始时采用较稀的浆液和较低的注浆压力,随后逐渐增加浆液浓度及加大注浆压力至设计的工艺参数为止,一般静压注浆在浆液终凝前需进行2~3次灌注,其中的设计工艺参数为:浆液水灰比0.5~1.2∶1、对既有建筑物地基加固注浆时注浆压力为0.3~2.0mpa、对桩基缺陷进行加固补强注浆时注浆压力为0.3~5.0mpa。
上述步骤中,若静压注浆结束后注浆孔口冒浆,需对孔口进行封闭处理,防止浆液流出;若注浆结束后孔内浆液有流失,需补灌浆液到注浆孔内至浆液饱满为止。
本发明方法所采用的注浆浆液材料包括主剂和外加剂,其中主剂为水泥浆,对既有建筑物地基加固注浆时水泥采用42.5普通硅酸盐水泥,对桩基础缺陷进行加固补强注浆时采用52.5R普通硅酸盐水泥;外加剂为速凝剂和早强剂,速凝剂采用水玻璃,水玻璃添加量为水泥用量的2~4%,采用双液进行静压注浆时,水玻璃添加量为水泥用量的10~100%;早强剂为氯化钙和三乙醇胺,其添加量为水泥用量的2~4%。
本发明应用范围主要有以下两方面:(1)在既有建筑物地基加固中的应用:复合注浆加固地基基础技术用于加固沉降或沉降差超标或影响正常使用的建筑物;需要加层改造,原地基承载力和变形不能满足要求的建筑物。在已有建筑物地基或相邻地基中修建地下工程或邻近深基坑开挖等需防止建筑物受周边影响;深基坑支护和止水防渗等。
(2)在工程桩基施工中的加固补强应用:复合注浆加固地基基础技术用于加固持力层较弱的灌注桩;桩身砼局部松散破碎,贯通性蜂窝、断桩等;桩底持力层有软夹层、溶洞、溶沟、土洞的事故桩等。
与现有技术相比,本发明具有以下优点:1、本发明将静压注浆法和高压旋喷注浆法进行时序上的结合,可分别发挥两种注浆加固方法各自的优点,又可克服各自的技术和工艺缺陷。本发明的应用研究的成功,解决了近20年来困扰工程技术人员的注浆可控性和效果可靠性问题。
2、本发明方法适用加固地层范围广,既可适用于加固渗透性大的地层(如砂卵石层),又可适用于渗透性较差地层(如粘土、粉土和粉细砂层),还可以用来加固溶岩地层的地下溶洞和溶蚀裂隙。复合注浆法既能形成较高强度的旋喷桩固结体,又能通过渗透、劈裂和挤密的方式提高岩土层的强度。
3、本发明方法适用加固工程范围广,可用于对既有建筑物(如房屋、公路、桥梁)地基基础进行加固,也可用于新建建筑物桩基(如大口径钻孔桩、挖孔桩)缺陷的加固处理。
4、本发明方法注浆浆液扩散范围大,不仅对高压喷射流喷射破坏土体的极限范围之内土体进行置换加固,而且对喷射破坏土体的极限范围之外的土体以充填、渗透、挤密和劈裂等方式进行注浆加固,在成桩的同时对地基土有灌浆加固作用。
5、本发明方法注浆时能定向定位,能形成连续的圆柱状的旋喷桩体,旋喷桩直径为500-1200mm,其注浆固结体顶部无收缩,与原基础砼或桩砼结合紧密。能直接承受上部荷载,并将荷载传递到深层土层中去,保证荷载传递均匀、有效;形成旋喷桩的单桩承载力较高。
6、本发明方法形成的旋喷固结体强度较高,且固结体强度可根据设计需要通过改变浆液材料和工艺参数来进行调节,一般其固结体强度范围为5-30Mpa。
7、本发明利用现有高压旋喷及静压注浆设备并进行改装,充分开发已有资源效益,改装后的设备特别适合既有建筑物狭窄和低矮的现场施工。本发明工法合理,可操作性强,施工简便,加固质量可靠。
8、本发明方法施工时钻孔口径小,直接在原基础承台下形成旋喷桩,不需开挖地面,对既有建筑物基础和地面损害和扰动很小,施工期建筑物附加沉降小。经济可靠,且耐久性好。施工时基本无噪音,可满足办公和生活要求;对环境无污染。
下面结合具体实施例对本发明作进一步的说明。
实施例1
1、工程概况东莞市清溪镇盛成皮革厂厂房是一栋建筑面积约6000平方米的双等跨式五层框架结构,基础为φ480mm锤击沉管灌注桩上承台支承柱基础。该工程于1993年初开始施工,同年年底竣工。该工程竣工后一年内发现砖墙砌体严重开裂,外墙窗角有严重的八字形裂缝,二层部分窗顶出现水平裂缝,洗手间顶层梁底下层砖墙脱离,①-②-B-C轴的填充墙体出现严重的纵向及横向裂缝,因而该工程一直未交付使用。受厂方委托,本申请人采用复合注浆加固地基基础技术对该厂房的地基基础进行了加固处理。
2、复合注浆加固地基基础技术在本工程的实施情况本加固工程复合注浆孔位均布置在柱下的承台上,与原沉管灌注桩相距50~100cm。孔位对称布置,以使荷载分布均匀。施工时为防止对基础产生较大影响,均采用跳孔施工方法,同一承台上两孔施工间隔时间需三天以上。采用在原基础承台上钻孔并设立孔口注浆装置,然后在基础承台下直接进行高压旋喷注浆,旋喷注浆结束后再封住孔口进行一会儿静压注浆,静压注浆需进行1~2次,确保桩顶无收缩以及桩间土体得到加固。注浆采用425#普通硅酸盐水泥浆液,共加固基础承台33,共布置复合注浆孔95孔,形成旋喷桩1800米,旋喷用水泥为358吨,静压注浆用40吨。高压旋喷和静压注浆采用以下参数进行施工:喷射泵压:20Mpa.提升速度:20cm/min;回转速度:约20r/min;静压注浆压力:0.5~1.0Mpa;浆液水灰比:喷射注浆1~1.1∶1;静压注浆0.7~1.0∶1。
喷射施工时在桩底和桩顶各复喷2米,以扩大旋喷桩桩底和桩顶直径,增加端阻力和桩顶沉与承台接触面积。
3、复合注浆加固地基基础技术在本工程实施效果加固结束后,对旋喷桩开挖3米检查,检查结果为旋喷桩与基础承台连接紧密,桩径达600mm以上。经对旋喷固结体进行抽芯检查,结果为桩身连续,桩与承台连接良好。经对加固后的厂房三个月的沉降临测,测量结果表明厂房沉降已处于稳定。加固工程结至今厂房重新装修后已使用三年,墙体和结构未出现裂缝。本工程基础采用复合注浆法加固取得了良好的效果。
实施例21、工程概况:顺德三洲房地产公司通用厂房(B)为四层现浇钢筋砼框架结构,楼高16.5m,建筑面积19280m2;其基础采用混凝土强度等级为C20、直径480mm的锤击沉管灌注桩,平面分三个区;设三条沉降缝。工程于1993年5月28日开工,1994年5月23日竣工。1997年该厂房梁、板、柱、外墙出现裂缝,1997年6~7月广东省建设工程质量安全监督检测总站对该厂房质量状况进行鉴定后提交了《关于顺德三洲房地产公司通用厂房(B)工程质量的技术鉴定意见》,鉴定结论是:该厂房可靠性等级为四级,即可靠性严重不符合国家现行标准规范要求,已不能正常使用,必须立即采取措施处理,经处理并验收合格后,方可使用。
2、复合注浆加固地基基础技术在本工程的实施情况本工程由申请人采用复合注浆加固地基基础技术进行厂房地基加固。
(1)旋喷桩长和灌浆深度:根据场地地质条件,区内有一层中砂,顶板埋深为15.0~20.0米,可作为复合注浆时旋喷桩的持力层,桩长一般为22.0米,少数桩长在15.0~20.0米范围内。
(2)复合注浆施工工艺参数:旋喷施工参数:喷射泵压:20~23MPa;提升速度:20cm/min左右;回转速度:20r/min;水灰比:1∶1~1.2∶1;采用425#普硅水泥,水泥用量为200~250kg/m,旋喷桩顶3.0米、底1.5米范围内进行复喷。
在旋喷桩体初凝后立即进行静压注浆,静压注浆参数为:静压注浆压力:0.5~1.0Mpa;浆液水灰比:0.7~1.0∶1。
(3)复合注浆孔布置:根据厂房基础沉降分布、走向和墙体、上部结构等裂缝分布情况布置复合注浆孔,对沉降、沉降趋势大的承台进行重点加固。共施工复合注浆孔182孔,旋喷桩成桩总长度为3827.5延米,复喷量814.5米,则旋喷工程量共计4234.8米;旋喷共用水泥850吨,静压注浆共用水泥计120吨。
3、复合注浆加固地基基础技术在本工程实施效果加固后采用抽芯法对复合注浆孔进行检测。抽芯结果表明,旋喷桩成桩较好,桩体连续完整,桩芯样外观平整,芯样强度较高。经开挖检测,旋喷桩体直径平均为600mm以上,旋喷桩与基础承台连接良好。厂房加固后使用至今四年未再出现裂缝,加固效果良好。
实施例31、工程概况中山市雅居乐房地产总公司兴建的雅居乐花园F19、F20、F21、F22、F23、F25、F26栋位于中山市三乡镇,其基础采用钻孔及冲孔灌注桩桩基,桩径有800mm、1000mm和1200mm两种,桩端支承于微风化花岗岩,设计单桩容许承载力为2200kN、3500kN和5000kN。桩基施工完成以后,中山市建筑工程质量检测中心对桩基进行了检测。采用P.I.T.小应对全部238条工程桩进行了检测,检测结果为:共计108条桩桩底存在软弱土层或过厚沉渣,桩底没有达到设计持力层,需进行加固补强处理。
2、复合注浆加固地基基础技术在本工程的实施情况本工程桩基质量问题为桩底持力层达不到设计要求,适合采用复合注浆加固地基基础技术进行加固处理。对抽芯确认桩底质量情况不好的110条桩,先采用高压旋喷法加固桩底。高压旋喷加固施工方法为通过抽芯钻孔下旋喷钻杆钻至桩底以下中-微风化岩层,以中-微风化岩为持力层,从底部开始用高压水旋喷,对桩中孔往上喷至桩底以上与桩身搭接0.5米左右,对桩侧孔往上喷至桩底以上并与桩身搭接3米左右。喷高压水是为了达到扩大喷射桩径的目的,喷水三遍后,将旋喷钻杆下到底部自下而上喷水泥浆进行高压旋喷注浆加固,喷浆共喷两遍。喷水和复喷都是为了达到扩大旋喷加固范围的目的。经反复喷射后,旋喷桩桩身强度可达12MPa以上,能大大加固桩底,达到桩设计承载力要求。
本工程复合注浆施工参数为:A旋喷注浆压力:采用单管高压旋喷法时:浆液或清水喷射压力:20~30Mpa;B喷射提升速度:10cm/min~15cm/min;C喷射旋转速度:20r/min~40r/min;D静压注浆压力:0.3~5.0Mpa;E浆液水灰比:旋喷注浆时采用1∶1~1.2∶1;静压注浆时采用0.5∶1~1.2∶1。
3、复合注浆加固地基基础技术在本工程实施效果1、高应变动测测试:广东省质检总站对加固后的桩进行了高应变PDA测试,共测试了10条桩,动测测试结果表明,经加固后,桩承载力能满足设计承载力要求。
2、静载试验:广东省质检总站对加固后的三条桩进行了静载试验,结果为3条桩承载力能满足设计承载力要求。
3、抽芯测试:广东省质检总站对加固后的桩进行了抽芯测试,共抽芯3条,结果为3条桩桩身连续完整,桩底旋喷体固结良好,能满足设计要求。
以上各项检测表明,本工程加固效果良好。七栋商住楼于1999年初建成并投入使用,目前已使用3年,经对业主进行回访,楼房沉降稳定,使用良好。
实施例41、工程概况:广州邮件处理中心工程是邮电部、广东省重点工程,其基础采用嵌岩钻孔灌注桩,桩径分别为Φ800、Φ1000、Φ1300,单桩承载力设计值Φ800为3000kN、Φ1000为5500kN、Φ1300为8000kN。施工中曾发生大面积熔洞坍塌事件,埋掉施工桩机多台,处理费用每孔高达15万元以上。根据各次大、小应变结果确定缺陷桩总计72条,其中桩底软弱(包括桩身存在缺陷)的桩36条,仅有桩身明显缺陷的桩36条。桩底软弱的桩高应变动测检测出承载力远小于设计要求。
2、复合注浆加固地基基础技术在本工程的实施情况本工程缺陷桩基加固处理采用复合注浆加固地基基础技术,其实施如下:(1)进行钻孔抽芯校核:对动测桩底软弱的桩进行抽芯检验,以确定桩底质量情况,并且抽芯钻孔为加固桩底提供通道。对桩径为800mm的桩各钻一孔,钻孔孔深到桩底微风化持力层5.0m;对桩径为1000mm、1300mm的桩钻两孔,其中1孔钻孔孔深到桩底微风化持力层5.0m,另1孔到桩底微风化持力层0.5m。若钻孔中发现桩底软弱持力层连续厚度超过3.5米,则重点加固。
(2)采用复合注浆法加固桩底:对动测桩底软弱的III类桩及钻孔抽芯确认桩底持力层达不到设计要求的动测桩底软弱的II类桩桩,采用复合注浆法加固桩底。
加固方法为:先采用高压旋喷加固,待加固体有一定强度后,再进行静压注浆。静压注浆一方面可以填充由于旋喷桩体收缩而造成的旋喷加固体与工程桩之间的空隙,还可以通过较高的注浆压力劈裂旋喷加固,产生脉状或树根桩加固体,进一步提高桩基的承载能力,另外对于本工程还可以填充一些未填满的溶洞。
(3)本工程总计完成78条缺陷桩的加固,其中桩底软弱(包括桩身存在缺陷)的桩高压旋喷灌浆加固34条(其中Φ800的桩11条,Φ1000的桩15条,Φ1300的桩8条),仅有桩身明显缺陷的桩静压灌浆加固36条(包括2条后压浆桩),另有2条(B10-b、B12-1桩无法加固桩底,采取加桩侧旋喷的方法加固)。总计完成桩中旋喷(喷水三遍喷浆三遍)进尺351.76米,桩侧旋喷(喷水一遍喷浆一遍)进尺672.68米,静压灌浆进尺1417.62米。
3、复合注浆加固地基基础技术在本工程实施效果从低应变检测结果可知:仅存在桩身缺陷的桩经过加固后小应变波形均有所改善,桩的质量等级得到提高。从高应变检测结果可知:桩底软弱的缺陷桩经过加固后其承载力全部达到设计值。厂房车间于1999年初建成并投入使用,目前已使用3年,经对业主进行回访,楼房沉降稳定,使用良好。
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