CN102535518B - Plugging method of large seam of underground diaphragm wall - Google Patents
Plugging method of large seam of underground diaphragm wall Download PDFInfo
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- CN102535518B CN102535518B CN201210011119.XA CN201210011119A CN102535518B CN 102535518 B CN102535518 B CN 102535518B CN 201210011119 A CN201210011119 A CN 201210011119A CN 102535518 B CN102535518 B CN 102535518B
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- diaphragm wall
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Abstract
The invention relates to the field of foundation pit engineering and discloses a plugging method of a large seam of an underground diaphragm wall. The method comprises the following steps: for the known underground diaphragm wall with a defect of the large seam, constructing a concrete cylinder at the outer side of a defect position, right adjacent to the underground diaphragm wall, before excavation of a foundation pit, and then reinforcing soil bodies at two sides of a contact position of the concrete cylinder and the underground diaphragm wall; or for the exposed large seam defect of the underground diaphragm wall in an excavation stage of the foundation pit, firstly adopting conventional emergency plugging measures, and then constructing a concrete cylinder at the outer side of the defect position, right adjacent to the underground diaphragm wall, and finally, reinforcing soil bodies at two sides of the contact position of the concrete cylinder and the underground diaphragm wall. The method can prevent the seam position of the known diaphragm wall from leaking seriously, solves the problem that the plugging construction in prior arts cannot effectively and thoroughly perform plugging to the serious seam defect, prevents repeated and large-area reinforcing operation, and ensures safety of construction and a neighboring environment; the design is reasonable, the construction is rapid and convenient, the effect is reliable and the cost is low.
Description
Technical field
The invention belongs to base pit engineering field, relate to the method for blocking of the large seam of a kind of diaphragm wall.
Background technology
Due to the high speed development of urban underground space comprehensive development, Construction of Urban Rail Traffic etc., large-scale deep-foundation pit engineering is increasing; Diaphragm wall has the features such as rigidity is large, intensity is high, barrier properties is good, often becomes the first-selected type of soft clay area deep-foundation pit engineering space enclosing structure.Diaphragm wall is to adopt the moulding of segmentation grooving concreting, and therefore new-old concrete contact position unavoidably has numerous seams, and seepage easily occurs in the area high in groundwater table, soil layer transmission coefficient is large; Exist in addition the Geological Reasons such as field trash also may cause continuous wall body local location to have the similar faults in seam such as hole due to soil layer.Slight leakage plugging is easier to, but the serious leakage that large seam causes is as quicksand, stream soil etc., and shutoff difficulty and consequence are serious.
For this reason, insider has done large quantity research to diaphragm wall impervious leakage-stopping, has also obtained many useful conclusions, mainly concentrate on the seepage prevention of continuous wall connector place, and shutoff aspect is less.For the prevention of joint seepage, have optimize joint form, at joint built-in slip casting pipe or waterstop etc., but complex process, cost are high, must special joint device, apply poor effect, and locking notch pipe is current most widely used a kind of joint geometry, more limit the application of above-mentioned technology; Therefore lack preventive action targetedly as for wall body local defect because being difficult to discovery before excavating.In actual diaphragm wall Design of Retaining Structure, conventionally in the pre-antiseep of seam arranged outside high-pressure rotary jet grouting pile, but faint to large perforation seam effect.
For the processing of diaphragm wall seepage, slightly situation is comparatively simple, can adopt several different methods, as polyurethane etc. is wiped one's face, noted to double-quick cement, can not affect in time structure, safety of surrounding environment as long as process.But to the serious water burst of seepage, quicksand, breakthrough multidigit is below excavation face and do not know concrete scope, and thoroughly shutoff is comparatively difficult.Chinese patent CN101914917 " excavation of subway foundation pit in soft soil area anti-seepage and leak-blocking construction method " (2010.12.15) discloses and has adopted horizontal grouting method to carry out shutoff to serious leakage point, after shutoff is complete, fills grouting and reinforcing by pre-buried sleeve valve pipe.In practice of construction, how first utilizing the shutoff by force such as slip casting, note polyurethane according to criticality, if invalid backfill back-pressure, outside breakthrough, rotary jet strengthening or note biliquid cement paste are reinforced afterwards, but next step excavation is still risky, usually generally or repeatedly several is still invalid for effect; Mainly that to have uncertainty, discontinuity, discreteness large due to the reinforcing body that slip casting and high-pressure rotary jet grouting pile form, cannot be to the complete filling in soil body space, stabilization zone, densification, form high-intensity entirety, and large seam crossing requires higher reinforcing body intensity, hyposmosis coefficient, therefore the method is general to the plugging effect of large seam, especially the high sandy soil layer of groundwater table.
Summary of the invention
In order to overcome above-mentioned the deficiencies in the prior art part, the object of this invention is to provide the method for blocking of the large seam of a kind of diaphragm wall, the method is reinforced pre-antiseep to known large fault in seam, and the large seam exposing in digging process is carried out to thoroughly effectively shutoff.
Technical scheme of the present invention is as follows:
The method for blocking that the invention provides the large seam of a kind of diaphragm wall, the method comprises the following steps:
For the known large fault in seam of diaphragm wall that exists before excavation of foundation pit, be first close to construction of diaphragm wall concrete column, the then soil stabilization to concrete column and diaphragm wall contact position both sides in this fault location outside;
Or: for the large fault in seam of diaphragm wall of excavation of foundation pit stage exposure, first take conventional emergent close measure, then be close to construction of diaphragm wall concrete column, the finally soil stabilization to concrete column and diaphragm wall contact position both sides in this fault location outside.
The large seam of described diaphragm wall refers to that the underground continuous wall connector place or local large defect, seam or the hole existing of wall body that are caused by soil layer, geology or structure stage construction connect, and under Water And Earth Pressures effect, the serious leakages such as quicksand can occur in digging process.
The emergent close measure of described routine refer to for urgent shutoff breakthrough used except in other external measures of seam outside construction concrete column, adopt that seam filling, double-quick cement are wiped one's face, the measure such as outsourcing reinforcement of weld or backfill back-pressure.
In described concrete column material, further add early strength admixture, kind is with reference to " Technical code for application of admixture in concrete " GB-50119-2003.
Described early strength admixture is calcium chloride or triethanolamine.
In described concrete column material, further add expansion agent, kind is with reference to " Technical code for application of admixture in concrete " GB-50119-2003.
Described expansion agent is calcium oxide.
Described concrete column diameter adopts the maximum value of diaphragm wall thickness or fault location width, and tangent with contacted diaphragm wall or cut mutually; If can determine the depth bounds of defect, the concrete column degree of depth from defective locations top 2m to defective locations bottom 3m, if cannot determine the expanded range of defect, the concrete column degree of depth from defective locations top 2m to cheating the following 3m in the end or the following 2m in earth's surface to cheating the following 3m in the end.
Described soil stabilization refers to fill soil body space by the method for physics or chemistry, reduces transmission coefficient, improves intensity, adopts and sprays slip casting method or grouting.
The reinforcing body diameter 800mm forming after described soil stabilization, with diaphragm wall and concrete column interlock 250mm, the degree of depth is consistent with the concrete column degree of depth simultaneously.
The present invention compared with prior art, has the following advantages and beneficial effect:
The inventive method can prevent the large seam crossing of known diaphragm wall to occur serious leakage, solve in existing blocking construction simultaneously and cannot carry out thoroughly effectively shutoff to serious fault in seam, avoid repeatedly and large-area reinforcement, guarantee construction and safety of surrounding environment, the inventive method is reasonable in design, it is quick and convenient, reliable for effect to construct, cost is low.
Accompanying drawing explanation
Fig. 1 is the large seam shutoff of embodiment of the present invention diaphragm wall schematic diagram.
In figure, 1 is diaphragm wall, and 2 is the large seam of diaphragm wall, and 3 is concrete column, 4 reinforcing bodies for forming after soil stabilization.
The specific embodiment
Below in conjunction with accompanying drawing illustrated embodiment, the present invention is further illustrated:
Embodiment
As shown in Figure 1, Fig. 1 is the large seam shutoff of embodiment of the present invention diaphragm wall schematic diagram.Before excavation of foundation pit, clearly know and have diaphragm wall large seam 2 defects, the local large defect existing of the underground continuous wall connector place that large seam 2 fingers of diaphragm wall are caused by soil layer, geology or structure stage construction or wall body, seam or hole connect, and in digging process, under Water And Earth Pressures effect, the serious leakages such as quicksand can occur.Be close to diaphragm wall 1 in the large seam of diaphragm wall 2 outsides and adopt mud off Churn drill pore-forming concreting cylinder 3, concrete column 3 diameters are got diaphragm wall 1 thickness, and tangent with contacted diaphragm wall or cut mutually; The degree of depth from earth's surface following 2m to cheating the following 3m in the end; Concrete column 3 reaches after design strength, utilize and spray the soil stabilization of slip casting method to concrete column 3 and diaphragm wall 1 contact position both sides, reinforcing body 4 diameters that form after soil stabilization are 800mm, with diaphragm wall 1 and concrete column 3 interlock 250mm, the degree of depth is consistent with concrete column 3 degree of depth simultaneously.
The serious leakage that the large seams 2 of diaphragm wall such as the quicksand that the excavation of foundation pit stage occurs cause, first take conventional emergent close measure, the emergent close measure of routine herein refer to for urgent shutoff breakthrough used except in other external measures of seam outside construction concrete column, as seam filling, double-quick cement are wiped one's face, the measure such as outsourcing reinforcement of weld or backfill back-pressure; Guarantee to adopt mud off Churn drill pore-forming concreting cylinders 3 in the large seam of diaphragm wall 2 outsides after safety, concrete column 3 diameters are diaphragm wall 1 thickness, and tangent with contacted diaphragm wall 1 or cut mutually; If can determine the depth bounds of defect, concrete column 3 degree of depth from defective locations top 2m to defective locations bottom 3m, if cannot determine the expanded range of defect, concrete column 3 degree of depth from defective locations top 2m to cheating the following 3m in the end or the following 2m in earth's surface to cheating the following 3m in the end.In concrete column 3 materials, add early strength admixture and expansion agent, early strength admixture is calcium chloride, volume 1～3%, and expansion agent is calcium oxide, volume 6～8%; Concrete column 3 reaches after design strength, utilize and spray the soil stabilization of slip casting method to concrete column 3 and diaphragm wall 1 contact position both sides, reinforcing body 4 diameters that form after soil stabilization are 800mm, with diaphragm wall 1 and concrete column 3 interlock 250mm, the degree of depth is consistent with concrete column 3 degree of depth simultaneously.
Soil stabilization curing materials used is P.O42.5 Portland cement, cement mixing content 25%, for slurry pressure 25MPa～27MPa, if the reinforcing in excavation of foundation pit stage, for preventing that the excessive Deformation of Diaphragm Wall that causes of pressure from increasing, and should adjust slurries pressure according to monitored data.Certainly reinforcement means also can adopt grouting to reinforce, and soil body curing materials also can be selected clay hardening agent, as native power god board curing compound etc.
This method can prevent the large fault in seam of known diaphragm wall place that serious leakage occurs, the large fault in seam exposing in Excavation Process is carried out thoroughly effectively reinforcing, avoid next step excavation to occur serious quicksand, stream soil, blocking method is reasonable in design, reliable for effect, cost is lower again.
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.Person skilled in the art obviously can easily make various modifications to these embodiment, and General Principle described herein is applied in other embodiment and needn't passes through performing creative labour.Therefore, the invention is not restricted to the embodiment here, those skilled in the art are according to announcement of the present invention, and not departing from the improvement that category of the present invention makes and revise all should be within protection scope of the present invention.
Claims (8)
1. a method for blocking for the large seam of diaphragm wall, is characterized in that: the method comprises the following steps:
For the known large fault in seam of diaphragm wall that exists before excavation of foundation pit, be first close to construction of diaphragm wall concrete column, the then soil stabilization to concrete column and diaphragm wall contact position both sides in this fault location outside;
Or: for the large fault in seam of diaphragm wall of excavation of foundation pit stage exposure, first take conventional emergent close measure, then be close to construction of diaphragm wall concrete column, the finally soil stabilization to concrete column and diaphragm wall contact position both sides in this fault location outside;
The emergent close measure of described routine refer to for urgent shutoff breakthrough used except in other external measures of seam outside construction concrete column, adopt that seam filling, double-quick cement are wiped one's face, outsourcing reinforcement of weld or the measure of backfill back-pressure;
Described concrete column diameter adopts the maximum value of diaphragm wall thickness or fault location width, and tangent with contacted diaphragm wall or cut mutually; If can determine the depth bounds of defect, the concrete column degree of depth from defective locations top 2m to defective locations bottom 3m, if cannot determine the expanded range of defect, the concrete column degree of depth from defective locations top 2m to cheating the following 3m in the end or the following 2m in earth's surface to cheating the following 3m in the end.
2. the method for blocking of the large seam of diaphragm wall according to claim 1, it is characterized in that: the large seam of described diaphragm wall refers to that the underground continuous wall connector place or local large defect, seam or the hole existing of wall body that are caused by soil layer, geology or structure stage construction connect, and under Water And Earth Pressures effect, quicksand serious leakage can occur in digging process.
3. the method for blocking of the large seam of diaphragm wall according to claim 1, is characterized in that: in described concrete column material, further add early strength admixture, kind is with reference to " Technical code for application of admixture in concrete " GB-50119-2003.
4. the method for blocking of the large seam of diaphragm wall according to claim 3, is characterized in that: described early strength admixture is calcium chloride or triethanolamine.
5. the method for blocking of the large seam of diaphragm wall according to claim 1, is characterized in that: in described concrete column material, further add expansion agent, kind is with reference to " Technical code for application of admixture in concrete " GB-50119-2003.
6. the method for blocking of the large seam of diaphragm wall according to claim 5, is characterized in that: described expansion agent is calcium oxide.
7. the method for blocking of the large seam of diaphragm wall according to claim 1, it is characterized in that: described soil stabilization refers to be filled soil body space, improve soil strength, reduced transmission coefficient by the method for physics or chemistry, adopts and sprays slip casting method or grouting.
8. the method for blocking of the large seam of diaphragm wall according to claim 1, it is characterized in that: the reinforcing body diameter 800mm forming after described soil stabilization, with diaphragm wall and concrete column interlock 250mm, the degree of depth is consistent with the concrete column degree of depth simultaneously.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201210011119.XA CN102535518B (en) | 2012-01-13 | 2012-01-13 | Plugging method of large seam of underground diaphragm wall |
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| CN201210011119.XA CN102535518B (en) | 2012-01-13 | 2012-01-13 | Plugging method of large seam of underground diaphragm wall |
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| CN102535518A CN102535518A (en) | 2012-07-04 |
| CN102535518B true CN102535518B (en) | 2014-06-25 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102758458B (en) * | 2012-07-30 | 2014-10-01 | 上海隧道工程股份有限公司 | Underground continuous wall repairing method |
| CN104895118A (en) * | 2015-06-24 | 2015-09-09 | 江苏省建筑科学研究院有限公司 | Underground diaphragm wall internal corner position piping plug structure and grouting processing method thereof |
| CN107587501A (en) * | 2017-09-12 | 2018-01-16 | 中铁第四勘察设计院集团有限公司 | A kind of new and old ground-connecting-wall T connector structure and its construction method |
| CN110158663A (en) * | 2019-05-09 | 2019-08-23 | 中铁第四勘察设计院集团有限公司 | A kind of cold seam waterproof method of two phase of knuckle types diaphram wall and structure |
| CN110409476B (en) * | 2019-07-05 | 2020-10-13 | 中国建筑第八工程局有限公司 | Method for treating water leakage of side wall of ultra-deep foundation pit support structure |
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|---|---|---|---|---|
| US4453366A (en) * | 1983-03-03 | 1984-06-12 | Ugo Piccagli | Process of forming a continuous wall in the ground |
| JP2001303550A (en) * | 2000-04-20 | 2001-10-31 | Railway Technical Res Inst | Method for cutting off water at intersection of soil cement continuous wall |
| JP2001303549A (en) * | 2000-04-20 | 2001-10-31 | Railway Technical Res Inst | Method for cutting off water at intersection of soil cement continuous wall |
| CN101575829A (en) * | 2009-05-22 | 2009-11-11 | 昆明理工大学 | Method for preparing copy sheet used for sealing gasket |
| CN201424658Y (en) * | 2008-11-17 | 2010-03-17 | 天津三建建筑工程有限公司 | Water leakage detection of underground continuous wall groove seams and block repair device |
| CN101914917A (en) * | 2010-08-10 | 2010-12-15 | 中铁一局集团有限公司 | Anti-seepage and leak-blocking construction method for excavation of subway foundation pit in soft soil area |
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2012
- 2012-01-13 CN CN201210011119.XA patent/CN102535518B/en not_active Expired - Fee Related
Patent Citations (6)
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|---|---|---|---|---|
| US4453366A (en) * | 1983-03-03 | 1984-06-12 | Ugo Piccagli | Process of forming a continuous wall in the ground |
| JP2001303550A (en) * | 2000-04-20 | 2001-10-31 | Railway Technical Res Inst | Method for cutting off water at intersection of soil cement continuous wall |
| JP2001303549A (en) * | 2000-04-20 | 2001-10-31 | Railway Technical Res Inst | Method for cutting off water at intersection of soil cement continuous wall |
| CN201424658Y (en) * | 2008-11-17 | 2010-03-17 | 天津三建建筑工程有限公司 | Water leakage detection of underground continuous wall groove seams and block repair device |
| CN101575829A (en) * | 2009-05-22 | 2009-11-11 | 昆明理工大学 | Method for preparing copy sheet used for sealing gasket |
| CN101914917A (en) * | 2010-08-10 | 2010-12-15 | 中铁一局集团有限公司 | Anti-seepage and leak-blocking construction method for excavation of subway foundation pit in soft soil area |
Non-Patent Citations (4)
| Title |
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| 深基坑地下墙漏水引起地面沉降分析;蒋锋平等;《岩土工程学报》;20100815;第32卷;第574-575页第1.1-1.3节，第576页第3节 * |
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| 邹剑波.砂性土层地铁基坑渗漏抢险施工技术.《2010城市轨道交通关键技术论坛论文集》.2010,第358页右栏第10-20行，第359页右栏第1-6行，图4. * |
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Application publication date: 20120704 Assignee: Shanghai Rock Foundation Technology Co., Ltd. Assignor: Tongji University Contract record no.: 2015310000092 Denomination of invention: Plugging method of large seam of underground diaphragm wall Granted publication date: 20140625 License type: Common License Record date: 20150928 |
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