CN104612161A - 带地下连续墙的基坑逆作施工方法 - Google Patents
带地下连续墙的基坑逆作施工方法 Download PDFInfo
- Publication number
- CN104612161A CN104612161A CN201410753797.2A CN201410753797A CN104612161A CN 104612161 A CN104612161 A CN 104612161A CN 201410753797 A CN201410753797 A CN 201410753797A CN 104612161 A CN104612161 A CN 104612161A
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- Prior art keywords
- diaphragm wall
- floor
- construction
- wall
- basement
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- 238000010276 construction Methods 0.000 title claims abstract description 63
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 43
- 239000010959 steel Substances 0.000 claims abstract description 43
- 239000002689 soil Substances 0.000 claims abstract description 26
- CDBYLPFSWZWCQE-UHFFFAOYSA-L sodium carbonate Chemical compound 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Classifications
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- C—CHEMISTRY; METALLURGY
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- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B41/00—After-treatment of mortars, concrete, artificial stone or ceramics; Treatment of natural stone
- C04B41/45—Coating or impregnating, e.g. injection in masonry, partial coating of green or fired ceramics, organic coating compositions for adhering together two concrete elements
- C04B41/50—Coating or impregnating, e.g. injection in masonry, partial coating of green or fired ceramics, organic coating compositions for adhering together two concrete elements with inorganic materials
- C04B41/5025—Coating or impregnating, e.g. injection in masonry, partial coating of green or fired ceramics, organic coating compositions for adhering together two concrete elements with inorganic materials with ceramic materials
- C04B41/5037—Clay, Kaolin
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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
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- E—FIXED CONSTRUCTIONS
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- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/40—Separate connecting elements
- E04B1/41—Connecting devices specially adapted for embedding in concrete
Abstract
本发明公开了一种带地下连续墙的基坑逆作施工方法,其特征是地下室结构部分自上而下,主体结构部分自下而上同时开展施工;地下室先进行各层的梁、板等水平结构施工,再穿插进行各层的柱、剪力墙等竖向结构施工;在竖向承重结构未全部完成和达到设计强度前,上面已完成的永久荷载和施工荷载均由临时设置的钢支承柱来承载和传递给工程桩;将土方挖掘至楼层梁底面以下0.7m,搭设排架支设模板。地下连续墙施工时对于不同的土层采取不同的护壁泥浆的配比;在地下连续墙内侧距地下室内壁30cm部位设置砖衬墙。地下连续墙与地下室底板、楼板连接采用刚性连接法,在地下室开挖后施工底板和楼板时,其底板和楼板钢筋通过钢筋接驳器直接与地下连续墙连成整体成为刚性接头。
Description
技术领域
[0001] 本发明涉及一种基坑,特别涉及一种带地下连续墙的基坑逆作施工方法。
背景技术
[0002] 随着城市地下空间的不断开发利用、基坑围护设计与施工工艺也得到了不断的发展,开挖深度5〜6m的浅基坑设计和施工都较为成熟,此类基坑根据周边环境的不同特点,常用的基坑围护方案有放坡开挖、(复合)土钉墙、水泥土搅拌粧坝体、钻孔灌注粧结合锚杆或内支撑等形式。地下连续墙施工时振动小,噪音低,对周边环境影响较小。地下连续墙墙体刚度大,用于基坑开挖时,可承受很大的土压力,已经成为深基坑支护工程性能良好的挡土结构。地下连续墙搭接部位往往成为承力的薄弱环节,而且这个部位容易渗漏,必须要采取措施加强。
发明内容
[0003] 本发明解决的技术问题是提供一种带地下连续墙的基坑逆作施工方法,解决现有的技术不足。
[0004] 本发明是从±0.00开始,地下室结构部分自上而下,主体结构部分自下而上同时开展施工。地下室先进行各层的梁、板等水平结构施工,再穿插进行各层的柱、剪力墙等竖向结构施工。在竖向承重结构未全部完成和达到设计强度前,上面已完成的永久荷载和施工荷载均由临时设置的钢支承柱来承载和传递给工程粧。每根钢支承柱均插入工程粧2.5m,在钻孔灌注工程粧施工时于柱钢筋笼焊接后整体吊入孔内。为保证钢支承柱安装垂直度偏差小于其长度1/500的标准,钢支承柱就位位置设置定位钢板,保证钢支承柱的水平位置,与轴线的平面角度、柱顶标高和垂直度。每根钢支承柱吊装定位后,禁止大型机械设备靠近粧孔和定位钢板,在粧混凝土浇灌完成后的48h内不得拆除定位钢板。地下连续墙是基坑围护墙兼为地下室外墙。
[0005] 地下连续墙施工采用液压式抓斗成槽工艺,以“跳孔法”进行单元槽段的挖掘和混凝土浇筑。成槽垂直精度不大于1/300。地下连续墙沉渣处理不好会增大地下连续墙的沉降量,在施工方法上不仅采用反循环工艺进行清渣,还采用成墙后高压注入水泥浆方法加固,在每幅地下连续墙钢筋笼中都预埋了 2根压密注浆管,对地下连续墙底2m深度范围进行注浆加固。此外,借助大功率的射流泵向槽底喷射比重小的稳定液,把孔底的沉渣从一侧冲至另一侧,同时开启另一台抽吸泵,通过吸管把比重较大的沉澄从另一侧吸出,从而使孔底沉渣得到有效控制。
[0006] 防止混凝土绕流是地下连续墙施工过程中的难点。本发明采用特制的接头箱和锁口管,填充于与相邻槽幅接头处。接头箱吊放槽底,底端入土深度不小于50cm。锁口管就位后,为防止混凝土从接头箱和锁口管跟脚处绕流,在锁口管背后用土回填密实,有效地避免了因槽壁塌方、混凝土绕流给相邻槽幅造成的障碍性施工事故。接头箱和锁口管的顶拔时间根据混凝土的强度等级、初凝时间、终凝时间、气温及地下连续墙的阻力综合考虑,在混凝土浇灌2h后进行小范围松动接头箱和锁口管,此后隔15min松动一次,至终凝后缓缓拔升接头箱和锁口管。
[0007] 基坑土方开挖进度的快慢,是制约地下室和整个工程施工进度的关键。为了解决加快挖土的速度与减小地下连续墙的侧向变形及保证工程质量和施工安全的矛盾,采取先明挖后暗挖和机械挖土,具体步骤如下:首层土方沿地下连续墙1m宽外,采用盆式明开挖,挖致地下I层楼层以下;±0.00楼层和地下I层楼层施工完成后,再进行地下2、3层土方的暗挖;暗挖土采用挖掘机,利用小型柴油翻斗车完成基坑内的土方水平运输,由机械抓斗和辅助小型抓斗吊从楼层预留口出土,完成土方垂直运输。
[0008] 传统工艺采用砌砖胎膜,浇筑混凝土垫层作地下室楼板,施工速度慢,混凝土面平整度和外观质量也较差,本发明将土方挖掘至楼层梁底面以下0.7m,搭设排架支设模板,以加快地下室施工进度,保证了混凝土面的质量。
[0009] 为了防止地下连续墙侧向位移变形过大,产生渗漏甚至结构破坏,每层沿地下连续墙进行分区块施工,每块区块的长度为15〜20m、宽度为10〜14m,并尽量加快每一区块土方的开挖和楼层的施工,以缩短地下连续墙变形时间,减小位移值。
[0010] 本发明是先进行地下室楼层底板等水平结构的施工,再逐层穿插进行柱、剪力墙等竖向结构施工。因此混凝土柱接头缝较多,如柱主筋连接质量不可靠,混凝土浇捣不密实,将直接影响结构的安全。柱主筋连接具体做法采用如下:首先将待连接钢筋端部切平,将待连接钢筋端部的纵肋和横肋用滚丝机采用切削的方法剥掉一部分,然后直接滚轧出丝纹,用特制的丝纹连接器连接起来,形成钢筋的连接。传统的混凝土柱筋连接为搭接电焊,与传统技术相比,其优点有:①接头强度高,能100%发挥钢筋强度;©丝纹连接器短,丝纹扣数少,不需扭力扳手,操作方便,连接速度快;⑧节材、节能、经济,比其它机械连接方式节省钢35%以上。
[0011] 柱混凝土接缝部位如果采用灌浆料方式连接,操作繁琐,费工费时,直接影响上部结构的施工进度。本发明采取在柱模板上部连接特制的漏斗口,混凝土一次浇灌到顶,柱四面设置钢模挂平板振捣器振捣,保证了混凝土的密实度。
[0012] 地下连续墙两幅之间的接头应达到承受抗弯、抗剪要求,不应使之成为强度和刚度的薄弱环节;此外往往会产生渗漏水,故对传统的地下连续墙接头进行改进。
[0013] 本发明地下连续墙搭接部位防水构造包括地下连续墙、锚固筋、钢止水环、钢板、膨胀混凝土、高强环氧树脂,地下连续墙埋设锚固筋,锚固筋为7字形,以加强锚固长度,锚固筋直径为22〜25mm,锚固筋焊接钢止水环,钢止水环厚度为3〜4mm,钢止水环的宽度为35〜45mm,钢止水环截断了锚固筋的渗水路径,避免锚固筋存在渗水隐患。地下连续墙外面设置钢板,钢板厚度为10〜12mm,钢板设置预留孔,预留孔直径为25〜28mm,销固筋穿过钢板预留孔,锚固筋和预留孔之间的空隙填塞高强环氧树脂进行封闭,相邻地下连续墙的钢板之间空隙为15〜20mm,空隙内浇筑膨胀混凝土,膨胀混凝土强度为C35或者以上,膨胀混凝土可以有效防止浇筑后混凝土出现收缩裂缝。
[0014] 保持地下连续墙墙面平整的主要途径是通过泥浆控制来减少施工过程中槽壁坍方,因此,成槽前将导槽内的污水和污物清除干净,对于不同的土层采取不同的护壁泥浆的配比,具体如下:对于粘土,护壁泥浆的重量配比为:水为100%,膨润土为8%,纯碱为0.12%〜0.15%、羧甲基纤维素钠为0.06%〜0.08% ;对于粉质粘土,护壁泥浆的配比为:水为100%,膨润土为9%,纯碱为0.16%〜0.19%、羧甲基纤维素钠为0.09%〜0.11% ;对于粉土,护壁泥浆的配比为:水为100%,膨润土为10%,纯碱为0.20%〜0.23%、羧甲基纤维素钠为0.12%〜0.14% ;对于砂土,护壁泥浆的配比为:水为100%,膨润土为8%〜12%,纯碱为0.24%〜0.27%、羧甲基纤维素钠为0.15%〜0.17%。
[0015] 本发明地下连续墙既是基坑围护墙,又是地下室外墙,隔潮防渗性能差,需要在地下连续墙内侧距地下室内壁30cm部位设置砖衬墙。使地下连续墙内壁与砖夹墙之间形成内间,起到导流和防潮的作用。
[0016] 地下连续墙与地下室底板、楼板连接的传统方法是柔性连接法,即在地下室楼板标高处,将地下连续墙钢筋保护层凿除,暴露主筋,再与地下室楼板一起浇筑,两者之间仅传递水平力,不传递垂直力和弯矩。本发明采用刚性连接法,即在地下室底板和楼板的配筋标高上预先在地下连续墙的内墙埋设钢筋接驳器,在地下室开挖后施工底板和楼板时,其底板和楼板钢筋通过钢筋接驳器直接与地下连续墙连成整体,成为刚性接头,经过刚性接头处理的地下结构,在抗沉降、抗位移等方面的性能均能得到提高。与传统的方法相比,本发明显然在力学性能上有很大的改善。
[0017] 为切实提高临时支撑的效力,所有临时支撑在施工时均需施工预应力。①柱间支撑、水平支撑等安装过程中,在钢管端部增加2个钢板加强支座,钢管就位后,采用液压千斤顶施压,对钢管施工加预应力;©混凝土临时支撑均掺TEA微膨胀剂,以减少或避免收缩。
[0018] 本发明工效高、工期短、质量可靠、经济效益高,具有以下特点:
[0019] (I)适用于工程地质和水文地质复杂的场地。
[0020] (2)适用于施工场地狭小的场所。一些工程的施工场地十分狭窄,若采用传统的围护结构,钻孔灌注排粧加水泥搅拌粧止水,并考虑围护墙和地下室外墙之间的作业面,则必将大大缩小大楼使用面积。而本发明采用了围护墙和地下室外墙合一的技术方案,则可大大提高红线内的土地利用率。
[0021] (3)适用于周围环境复杂且对安全可靠性要求高的地区。一些工程周围的民房和道路下管网设施密集,道路下埋有敏感的煤气管道,对基坑围护的安全可靠性要求很高。本发明中地下连续墙加上内支撑,形成有效的围护体系,刚度大,位移和变形小。
[0022] (4)适用于施工工期紧张的工程。地下连续墙的施工工期比常规的钻孔灌注粧加水泥搅拌粧或旋喷粧要短得多,可缩短1/3〜1/2工期,为有效控制总工期创造了条件。
[0023] (5)适用于基坑开挖深度大的工程。基坑开挖深度越大,围护墙所受的水土侧压力也越大,越容易产生渗漏现象,而且对采用的围护粧墙的强度和刚度要求越高,对围护体系的稳定性要求也越严格。而本发明中地下连续墙结合内支撑,恰恰具备了这几方面的优点,即在抗渗漏、强度刚度大、稳定性和整体性方面具有无可比拟的优越性。
[0024] (6)从围护工程造价上分析,本技术方案采用围护墙和地下室外墙合一,比传统方法要节约成本。
附图说明
[0025] 图1地下连续墙搭接部位防水构造示意图。
[0026] 附图标志:1、地下连续墙,2、锚固筋,3、钢止水环,4、钢板,5、膨胀混凝土,6、高强环氧树脂。
具体实施方式
[0027] 以下结合附图对本发明进行详细描述。
[0028] 本实施例是从±0.00开始,地下室结构部分自上而下,主体结构部分自下而上同时开展施工。地下室先进行各层的梁、板等水平结构施工,再穿插进行各层的柱、剪力墙等竖向结构施工。在竖向承重结构未全部完成和达到设计强度前,上面已完成的永久荷载和施工荷载均由临时设置的钢支承柱来承载和传递给工程粧。每根钢支承柱均插入工程粧2.5m,在钻孔灌注工程粧施工时于柱钢筋笼焊接后整体吊入孔内。为保证钢支承柱安装垂直度偏差小于其长度1/500的标准,钢支承柱就位位置设置定位钢板,保证钢支承柱的水平位置,与轴线的平面角度、柱顶标高和垂直度。每根钢支承柱吊装定位后,禁止大型机械设备靠近粧孔和定位钢板,在粧混凝土浇灌完成后的48h内不得拆除定位钢板。地下连续墙I是基坑围护墙兼为地下室外墙。
[0029] 地下连续墙I施工采用液压式抓斗成槽工艺,以“跳孔法”进行单元槽段的挖掘和混凝土浇筑。成槽垂直精度不大于1/300。在施工方法上不仅采用反循环工艺进行清渣,还采用成墙后高压注入水泥浆方法加固,在每幅地下连续墙I钢筋笼中都预埋了 2根压密注浆管,对地下连续墙I底2m深度范围进行注浆加固。此外,借助大功率的射流泵向槽底喷射比重小的稳定液,把孔底的沉渣从一侧冲至另一侧,同时开启另一台抽吸泵,通过吸管把比重较大的沉渣从另一侧吸出,从而使孔底沉渣得到有效控制。
[0030] 本实施例采用特制的接头箱和锁口管,填充于相邻槽幅接头处。接头箱吊放槽底,底端入土深度不小于50cm。锁口管就位后,为防止混凝土从接头箱和锁口管跟脚处绕流,在锁口管背后用土回填密实。接头箱和锁口管的顶拔时间根据混凝土的强度等级、初凝时间、终凝时间、气温及地下连续墙I的阻力综合考虑,在混凝土浇灌2h后进行小范围松动接头箱和锁口管,此后隔15min松动一次,至终凝后缓缓拔升接头箱和锁口管。
[0031] 基坑土方开挖采取先明挖后暗挖和机械挖土,具体步骤如下:首层土方沿地下连续墙1m宽外,采用盆式明开挖,挖致地下I层楼层以下;±0.00楼层和地下I层楼层施工完成后,再进行地下2、3层土方的暗挖;暗挖土采用挖掘机,利用小型柴油翻斗车完成基坑内的土方水平运输,由机械抓斗和辅助小型抓斗吊从楼层预留口出土,完成土方垂直运输。
[0032] 本实施例将土方挖掘至楼层梁底面以下0.7m,搭设排架支设模板,以加快地下室施工进度,保证了混凝土面的质量。
[0033] 为了防止地下连续墙I侧向位移变形过大,产生渗漏甚至结构破坏,每层沿地下连续墙I进行分区块施工,每块区块的长度为15〜20m、宽度为10〜14m,并尽量加快每一区块土方的开挖和楼层的施工,以缩短地下连续墙I变形时间,减小位移值。
[0034] 柱主筋连接具体做法采用如下:首先将待连接钢筋端部切平,将待连接钢筋端部的纵肋和横肋用滚丝机采用切削的方法剥掉一部分,然后直接滚轧出丝纹,用特制的丝纹连接器连接起来,形成钢筋的连接。
[0035] 柱混凝土接缝部位如果采用灌浆料方式连接,操作繁琐,费工费时,直接影响上部结构的施工进度。本实施例采取在柱模板上部连接特制的漏斗口,混凝土一次浇灌到顶,柱四面设置钢模挂平板振捣器振捣,保证了混凝土的密实度。
[0036]图1为地下连续墙搭接部位防水构造示意图。本实施例地下连续墙搭接部位防水构造包括地下连续墙1、锚固筋2、钢止水环3、钢板4、膨胀混凝土 5、高强环氧树脂6,地下连续墙I埋设锚固筋2,锚固筋2为7字形,锚固筋2直径为22_,锚固筋2焊接钢止水环3,钢止水环3厚度为3mm,钢止水环3的宽度为35〜45mm,地下连续墙I外面设置钢板4,钢板4厚度为10mm,钢板4设置预留孔,预留孔直径为25mm,锚固筋2穿过钢板4预留孔,锚固筋2和预留孔之间的空隙填塞高强环氧树脂6进行封闭,相邻地下连续墙的钢板之间空隙为15〜20mm,空隙内浇筑膨胀混凝土,膨胀混凝土强度为C35或者以上,膨胀混凝土可以有效防止浇筑后混凝土出现收缩裂缝。
[0037] 地下连续墙I施工时对于不同的土层采取不同的护壁泥浆的配比,具体如下:对于粘土,护壁泥浆的重量配比为:水为100%,膨润土为8%,纯碱为0.12%〜0.15%、羧甲基纤维素钠为0.06%〜0.08% ;对于粉质粘土,护壁泥浆的配比为:水为100%,膨润土为9%,纯碱为0.16%〜0.19%、羧甲基纤维素钠为0.09%〜0.11% ;对于粉土,护壁泥浆的配比为:水为100%,膨润土为10%,纯碱为0.20%〜0.23%、羧甲基纤维素钠为0.12%〜0.14% ;对于砂土,护壁泥楽的配比为:水为100%,膨润土为8%〜12%,纯碱为0.24%〜0.27%、羧甲基纤维素钠为0.15%〜0.17%。
[0038] 本实施例地下连续墙I既是基坑围护墙,又是地下室外墙,隔潮防渗性能差,需要在地下连续墙I内侧距地下室内壁30cm部位设置砖衬墙。
[0039] 地下连续墙I与地下室底板、楼板连接采用刚性连接法,即在地下室底板和楼板的配筋标高上预先在地下连续墙I的内墙埋设钢筋接驳器,在地下室开挖后施工底板和楼板时,其底板和楼板钢筋通过钢筋接驳器直接与地下连续墙I连成整体成为刚性接头。
[0040] 所有临时支撑在施工时均需施工预应力。①柱间支撑、水平支撑等安装过程中,在钢管端部增加2个钢板加强支座,钢管就位后,采用液压千斤顶施压,对钢管施工加预应力;©混凝土临时支撑均掺TEA微膨胀剂,以减少或避免收缩。
Claims (10)
1.一种带地下连续墙的基坑逆作施工方法,其特征是从±0.00开始,地下室结构部分自上而下,主体结构部分自下而上同时开展施工;地下室先进行各层的梁、板等水平结构施工,再穿插进行各层的柱、剪力墙等竖向结构施工;在竖向承重结构未全部完成和达到设计强度前,上面已完成的永久荷载和施工荷载均由临时设置的钢支承柱来承载和传递给工程粧;每根钢支承柱均插入工程粧2.5m,在钻孔灌注工程粧施工时于柱钢筋笼焊接后整体吊入孔内;为保证钢支承柱安装垂直度偏差小于其长度1/500的标准,钢支承柱就位位置设置定位钢板,保证钢支承柱的水平位置,与轴线的平面角度、柱顶标高和垂直度;每根钢支承柱吊装定位后,禁止大型机械设备靠近粧孔和定位钢板,在粧混凝土浇灌完成后的48h内不得拆除定位钢板。
2.根据权利要求1所示的带地下连续墙的基坑逆作施工方法,其特征是将土方挖掘至楼层梁底面以下0.7m,搭设排架支设模板。
3.根据权利要求1所示的带地下连续墙的基坑逆作施工方法,其特征是地下连续墙施工时对于不同的土层采取不同的护壁泥浆的配比,具体如下:对于粘土,护壁泥浆的重量配比为:水为100%,膨润土为8%,纯碱为0.12%〜0.15%、羧甲基纤维素钠为0.06%〜0.08% ;对于粉质粘土,护壁泥浆的配比为:水为100%,膨润土为9%,纯碱为0.16%〜0.19%、羧甲基纤维素钠为0.09%〜0.11%;对于粉土,护壁泥浆的配比为:水为100%,膨润土为10%,纯碱为0.20%〜0.23%、羧甲基纤维素钠为0.12%〜0.14% ;对于砂土,护壁泥浆的配比为:水为100%,膨润土为8%〜12%,纯碱为0.24%〜0.27%、羧甲基纤维素钠为0.15%〜0.17%。
4.根据权利要求2所示的带地下连续墙的基坑逆作施工方法,其特征是地下连续墙施工时对于不同的土层采取不同的护壁泥浆的配比,具体如下:对于粘土,护壁泥浆的重量配比为:水为100%,膨润土为8%,纯碱为0.12%〜0.15%、羧甲基纤维素钠为0.06%〜0.08% ;对于粉质粘土,护壁泥浆的配比为:水为100%,膨润土为9%,纯碱为0.16%〜0.19%、羧甲基纤维素钠为0.09%〜0.11%;对于粉土,护壁泥浆的配比为:水为100%,膨润土为10%,纯碱为0.20%〜0.23%、羧甲基纤维素钠为0.12%〜0.14% ;对于砂土,护壁泥浆的配比为:水为100%,膨润土为8%〜12%,纯碱为0.24%〜0.27%、羧甲基纤维素钠为0.15%〜0.17%。
5.根据权利要求1所示的带地下连续墙的基坑逆作施工方法,其特征是在地下连续墙内侧距地下室内壁30cm部位设置砖衬墙。
6.根据权利要求2所示的带地下连续墙的基坑逆作施工方法,其特征是在地下连续墙内侧距地下室内壁30cm部位设置砖衬墙。
7.根据权利要求3所示的带地下连续墙的基坑逆作施工方法,其特征是在地下连续墙内侧距地下室内壁30cm部位设置砖衬墙。
8.根据权利要求1所示的带地下连续墙的基坑逆作施工方法,其特征是地下连续墙与地下室底板、楼板连接采用刚性连接法,即在地下室底板和楼板的配筋标高上预先在地下连续墙的内墙埋设钢筋接驳器,在地下室开挖后施工底板和楼板时,其底板和楼板钢筋通过钢筋接驳器直接与地下连续墙连成整体成为刚性接头。
9.根据权利要求2所示的带地下连续墙的基坑逆作施工方法,其特征是地下连续墙与地下室底板、楼板连接采用刚性连接法,即在地下室底板和楼板的配筋标高上预先在地下连续墙的内墙埋设钢筋接驳器,在地下室开挖后施工底板和楼板时,其底板和楼板钢筋通过钢筋接驳器直接与地下连续墙连成整体成为刚性接头。
10.根据权利要求3所示的带地下连续墙的基坑逆作施工方法,其特征是地下连续墙与地下室底板、楼板连接采用刚性连接法,即在地下室底板和楼板的配筋标高上预先在地下连续墙的内墙埋设钢筋接驳器,在地下室开挖后施工底板和楼板时,其底板和楼板钢筋通过钢筋接驳器直接与地下连续墙连成整体成为刚性接头。
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