CN105239609A - Underground continuous wall leakage detection method - Google Patents
Underground continuous wall leakage detection method Download PDFInfo
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- CN105239609A CN105239609A CN201510669561.5A CN201510669561A CN105239609A CN 105239609 A CN105239609 A CN 105239609A CN 201510669561 A CN201510669561 A CN 201510669561A CN 105239609 A CN105239609 A CN 105239609A
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- 238000001514 detection method Methods 0.000 title claims abstract description 31
- 238000012360 testing method Methods 0.000 claims abstract description 13
- 238000000034 method Methods 0.000 claims abstract description 12
- 230000002159 abnormal effect Effects 0.000 claims abstract description 8
- 238000002347 injection Methods 0.000 claims description 15
- 239000007924 injection Substances 0.000 claims description 15
- 238000001556 precipitation Methods 0.000 claims description 8
- 238000004826 seaming Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 2
- 230000035945 sensitivity Effects 0.000 abstract description 2
- 230000005856 abnormality Effects 0.000 abstract 1
- 230000009286 beneficial effect Effects 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 4
- 230000000875 corresponding effect Effects 0.000 description 4
- 230000007547 defect Effects 0.000 description 4
- 230000005540 biological transmission Effects 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 1
- 230000002596 correlated effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005008 domestic process Methods 0.000 description 1
- 238000003384 imaging method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
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Abstract
The invention relates to the field of geotechnical engineering detection and test, in particular to an underground continuous wall leakage detection method. The method is characterized in that the inner side and the outer side of an underground continuous wall are each provided with multiple test holes; resistivity detection is conducted on two adjacent test holes in the same side in sequence before and after foundation pit dewatering, and the resistivity profiles between the two adjacent test holes are worked out according to the detection result; the resistivity profiles of the same position before and after foundation pit dewatering are compared, if it is found that low-resistance abnormality exists in the resistivity profile after foundation pit dewatering compared with the resistivity profile before foundation pit dewatering, it is judged that leakage occurs to the position, corresponding to the low-resistance abnormal resistivity profile, of the underground continuous wall. The underground continuous wall leakage detection method has the beneficial effects that the amount of collected data is large, the detection resolution ratio is high, sensitivity to the resistivity difference is high, and a good effect is achieved on the aspect of ground wall leakage detection; and leakage detection can be conducted on a certain segment of the underground continuous wall at a time, and meanwhile, no influence on the structural body of the underground continuous wall is generated.
Description
Technical field
The present invention relates to rock and soil engineering detection and field tests, be specifically related to diaphragm wall leakage detection method.
Background technology
Along with developing rapidly of urban underground space construction, foundation ditch project gets more and more, and not only foundation ditch area strengthens gradually, and the excavation of foundation pit degree of depth is also more and more darker, and diaphragm wall is widely applied as the deep footing groove enclosing structure that a kind of combination property is good.Be limited to the factors such as the construction technology of diaphragm wall, joint form, ground environment impact, the possibility making body of wall there is hidden leakage defect increases, and serious threat is to the construction safety of foundation ditch.In recent years, along with constantly starting of all kinds of Large Foundation Pit building project in the whole nation, various places are in the process of excavation of foundation pit, and all kinds of accidents caused because of diaphragm wall seepage are of common occurrence.Therefore before excavation of foundation pit, how to find out whether foundation pit enclosure structure exists hidden leakage defect, and before excavation, take necessity, effectively in advance reinforcement measure, because of the various risks that ground wall seepage produces when avoiding excavating, become a urgent need to solve the problem in industry.
The domestic method for diaphragm wall leak detection mainly contains boring and coring, sound wave transmission method etc. at present.Bore extracting core process needs hole on diaphragm wall body and extract core of concrete, judges whether diaphragm wall exists the defects such as seepage by observing its appearance features.Acoustic wave transmission rule needed before ground wall concrete casting, the pre-buried relevant test tube in structural weak position of seepage may be there is therein, after concrete casting, insert acoustic energy emitter and receiver respectively at two (or multiple) sound detecting pipes, judge whether ground wall exists the defect causing seepage according to the acoustic velocity recorded and amplitude.Two kinds of methods all can not detect diaphragm wall entirety, and wherein boring and coring belongs to and damages detection method, has destruction, can not large area carry out wall body structure itself; Sound wave transmission method needs pre-buried test tube, can increase construction cost, and affect the construction period.
Summary of the invention
The object of the invention is according to above-mentioned the deficiencies in the prior art, provide diaphragm wall leakage detection method, forward and backward by comparing foundation pit dewatering, resistivity between the hole of the instrument connection of diaphragm wall both sides, judges whether diaphragm wall exists position and the scope of seepage and breakthrough.
The object of the invention realizes being completed by following technical scheme:
A kind of diaphragm wall leakage detection method, for detecting the seepage of the diaphragm wall be arranged in foundation ditch, is characterized in that: offer some instrument connections respectively in the inside and outside both sides of described diaphragm wall; Carry out Resistivity testing at forward and backward two adjacent to the homonymy successively respectively instrument connections of described foundation pit dewatering, calculate the resistivity profile between adjacent two instrument connections according to testing result; The described resistivity profile at more described foundation pit dewatering forward and backward same position place, if compared to the resistivity profile before precipitation, the resistivity profile after described foundation pit dewatering occurs that low-resistance is abnormal, then corresponding to described resistivity profile there is seepage in the described diaphragm wall of position.
Solion injection hole is offered in the outside of described foundation ditch, described solion injection hole is positioned at the outside of the described instrument connection outside described diaphragm wall, in described solion injection hole, inject low-resistance solion, the injection process of described low-resistance solion is with the Precipitation Process of described foundation ditch; The described resistivity profile at more described foundation pit dewatering forward and backward same position place, if compared to the resistivity profile before precipitation, the resistivity profile after described foundation pit dewatering occurs that low-resistance is abnormal, then corresponding to described resistivity profile there is seepage in the described diaphragm wall of position.
The described resistivity profile at more described foundation pit dewatering forward and backward same position place, judges whether described diaphragm wall exists position and the scope of seepage and breakthrough.
Line described in homonymy between instrument connection covers the section to be detected of described diaphragm wall; Line between two instrument connections that homonymy is adjacent covers the seaming position of described diaphragm wall.
Described instrument connection is arranged in parallel in the both sides of described diaphragm wall.
Advantage of the present invention is: image data amount is large, detection resolution is high, to advantages such as resistivity contrasts sensitivities, achieve good effect in ground wall leak detection; Disposablely can carry out leak detection to certain section of diaphragm wall, any impact not produced on the structure of diaphragm wall itself simultaneously.
Accompanying drawing explanation
Fig. 1 is the first arrangement schematic diagram of the present invention;
Fig. 2 is the second arrangement schematic diagram of the present invention;
Fig. 3 is construction process figure of the present invention.
Detailed description of the invention
Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that the understanding of technician of the same trade:
As Figure 1-3, mark 1-4, A1-A4, B1-B4, Y1-Y2 in figure to be respectively: diaphragm wall 1, cable 2, detecting instrument 3, seam 4, instrument connection A1-A4, instrument connection B1-B4, solion injection hole Y1-Y2.
Embodiment one: as shown in Figure 1, diaphragm wall 1 is arranged in foundation ditch (foundation ditch is not shown), and the present embodiment is for detecting the position and scope that whether the body of wall of diaphragm wall exist seepage and breakthrough.
In the present embodiment, the leakage detection method of diaphragm wall 1 comprises the following steps:
1) hole arranged position: as shown in Figure 1, in the inside and outside both sides of foundation ditch, offers instrument connection A1-A4, instrument connection B1-B4 in the both sides certain limit of distance diaphragm wall 1.Instrument connection A1-A4, B1-B4 of the inside and outside both sides of foundation ditch should respectively apart from diaphragm wall 1-2m, if between instrument connection and diaphragm wall apart from too far away, then cannot the seepage region of wall over the ground effectively detect.The line of instrument connection A1-A4 and the line of instrument connection B1-B4 all with diaphragm wall 1 keeping parallelism, and the position of every two instrument connections in the inside and outside both sides of diaphragm wall 1 is symmetrically laid relative to diaphragm wall 1, as instrument connection A1-B1, A2-B2, A3-B3, A4-B4 in Fig. 1; So, resistivity imaging two dimensional cross-section result map between continuous print measured hole hole can be formed, namely the resistivity profile of A1-B1 section can splice with the resistivity profile of A2-B2 section, form instrument connection A1-A2(B1-B2) resistivity profile in scope, be convenient to the follow-up resistivity contrasts comparing the inside and outside both sides of diaphragm wall 1, thus the location completed breakthrough in diaphragm wall 1 surveyed area and form identification.Instrument connection offer position to ensure simultaneously the line laid respectively between the instrument connection of the inside and outside both sides of diaphragm wall 1 to cover all need detect diaphragm wall section.
2) first time data acquisition: detect across hole resistivity CT by carrying out first time successively respectively between cable and adjacent two instrument connections of homonymy of detecting instrument 3 pairs of inside and outside both sides of diaphragm wall 1, namely the resistivity value between instrument connection is detected, and using this test result as stratum normal resistance rate background value between instrument connection.As shown in Figure 1, detected object comprises: A1-A2, A2-A3, A3-A4, B1-B2, B2-B3, B3-B4.
3) foundation pit dewatering.
4) second time data acquisition: after foundation pit dewatering completes substantially, again detect across hole resistivity CT carrying out second time successively respectively between adjacent two instrument connections of the homonymy of the inside and outside both sides of diaphragm wall 1, namely detects the resistivity value between instrument connection.As shown in Figure 1, detected object comprises: A1-A2, A2-A3, A3-A4, B1-B2, B2-B3, B3-B4.
5) data processing and judgement: Inversion Calculation is carried out to the twice instrument connection resistivity data collected, resistivity profile between the hole obtaining two instrument connections.Relatively foundation pit dewatering is forward and backward, the resistivity profile at same position place, if the same position of a certain resistivity profile occurs before drainage of foundation pit that after drainage of foundation pit low-resistance is abnormal, so judge that in the diaphragm wall 1 corresponding to this resistivity profile, seepage occurs in a certain position of a certain section.And why can produce low-resistance be extremely because, if there is seepage in diaphragm wall, due to the intervention of underground water, blowby area is lower relative to the resistivity value in the structural integrity region of diaphragm wall 1, especially abnormal relative to low-resistance before precipitation more outstanding after foundation pit dewatering.Contrast the scope that the forward and backward resistivity profile of foundation pit dewatering also can judge breakthrough.
Embodiment two: the present embodiment is compared to the difference of embodiment one: as shown in Figure 2, offers solion injection hole Y1, Y2 outside foundation ditch, and solion injection hole Y1-Y2 is positioned at outside the instrument connection A1-A3 outside diaphragm wall 1.As shown in Figure 3, after first time, testing completed, the low-resistance solion of suitable concentration is injected respectively in solion injection hole Y1, Y2, simultaneously with the Precipitation Process in foundation ditch, make the differential water pressures that the both sides of diaphragm wall 1 remain certain, underground water outside foundation ditch can flow in foundation ditch, if diaphragm wall 1 exists seepage, the low-resistance solion so injected in solion injection hole Y1, Y2 outside foundation ditch can be flowed to inside foundation ditch by the breakthrough of diaphragm wall 1.The resistivity profile so detected in " data processing is with when judging " second time to detect section more for the first time relative normal resistance rate background value in this region occurs that low-resistance is abnormal, and more remarkable compared to the situation of embodiment one low-resistance exception, thus realize the judgement of more accurate breakthrough position and scope.
As shown in Figure 2, line between the instrument connection that homonymy is adjacent covers the seam 4 of diaphragm wall 1, as seam 4 is positioned at instrument connection A1-A2(B1-B2), A2-A3(B2-B3) between, avoid should the seam 4 of happening part being just in time on the vertical line direction of instrument connection and diaphragm wall as seepage, make the resistivity profile figure between instrument connection can show the change in resistance at seam 4 place intuitively, significantly, thus raising accuracy of detection, avoid surveying by mistake, leaking hunting.
Above-described embodiment is in the specific implementation: detecting instrument 3 can gather voltage, current data between two instrument connections by electrical instrument in optional holes, need during data acquisition to lay the multicore cable be made up of the electrode of certain intervals, quantity respectively in two borings that side is relative, multicore cable is connected to the instrument host on ground, the electrode being positioned at an instrument connection is emission electrode, and the electrode in another instrument connection corresponding with it is collecting electrode.Electrode spacing in multicore cable selects 0.2m, 0.5m or 1.0m according to the detect aperture degree of depth, and when number of poles is certain, the size of electrode spacing is directly proportional to the detection degree of depth, and the degree of depth of detection is larger, then electrode spacing is larger.
Pitch of holes between instrument connection A1-A4, B1-B4 need according to field condition and the scope decision that need detect diaphragm wall 1, generally equal the 1/3-1/2 of the instrument connection degree of depth, but be no more than 10m, because if the pitch of holes of instrument connection is too large, the propagation of electrical signals so sent from the emission electrode in an instrument connection is apart from too far away, and the collecting electrode being positioned at another instrument connection cannot receive useful signal, affect last result of detection.
Instrument connection A1-A4, the degree of depth of B1-B4 should be determined according to the degree of depth of diaphragm wall 1 to be checked, owing to laying respectively at emission electrode in two instrument connections and collecting electrode carries out the transmitting and receiving of electric current with certain angle, the electric current ray pair of mutual oblique will be formed between instrument connection, therefore a leg-of-mutton detection blind area can all be formed in the upper and lower certain distance between the hole that obtains of in the end inverting in resistivity profile, i.e. false data, the data section obtained for making detection comprises all effective informations in max survey depth, therefore the instrument connection degree of depth need be greater than the degree of depth of diaphragm wall 1 to be checked in engineering, general need exceed ground to be checked wall about 5m.Meanwhile, the degree of depth of solion injection hole Y1, Y2 should be shallower than the degree of depth of instrument connection, if because solion injection hole Y1, Y2 are too dark, be unfavorable for the Horizontal Movement of solion, making it act on cannot realize, and increases unnecessary engineering cost.
Claims (5)
1. a diaphragm wall leakage detection method, for detecting the seepage of the diaphragm wall be arranged in foundation ditch, is characterized in that: offer some instrument connections respectively in the inside and outside both sides of described diaphragm wall; Carry out Resistivity testing at forward and backward two adjacent to the homonymy successively respectively instrument connections of described foundation pit dewatering, calculate the resistivity profile between adjacent two instrument connections according to testing result; The described resistivity profile at more described foundation pit dewatering forward and backward same position place, if compared to the resistivity profile before precipitation, the resistivity profile after described foundation pit dewatering occurs that low-resistance is abnormal, then corresponding to described resistivity profile there is seepage in the described diaphragm wall of position.
2. a kind of diaphragm wall leakage detection method according to claim 1, it is characterized in that: offer solion injection hole in the outside of described foundation ditch, described solion injection hole is positioned at the outside of the described instrument connection outside described diaphragm wall, in described solion injection hole, inject low-resistance solion, the injection process of described low-resistance solion is with the Precipitation Process of described foundation ditch; The described resistivity profile at more described foundation pit dewatering forward and backward same position place, if compared to the resistivity profile before precipitation, the resistivity profile after described foundation pit dewatering occurs that low-resistance is abnormal, then corresponding to described resistivity profile there is seepage in the described diaphragm wall of position.
3. a kind of diaphragm wall leakage detection method according to claim 1, it is characterized in that: the described resistivity profile at more described foundation pit dewatering forward and backward same position place, judge whether described diaphragm wall exists position and the scope of seepage and breakthrough.
4. a kind of diaphragm wall leakage detection method according to claim 1, is characterized in that: the line described in homonymy between instrument connection covers the section to be detected of described diaphragm wall; Line between two instrument connections that homonymy is adjacent covers the seaming position of described diaphragm wall.
5. a kind of diaphragm wall leakage detection method according to claim 1, is characterized in that: described instrument connection is arranged in parallel in the both sides of described diaphragm wall.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106013198A (en) * | 2016-05-31 | 2016-10-12 | 中铁第四勘察设计院集团有限公司 | Gap pretreatment construction method for foundation pit support structure |
| CN106838630A (en) * | 2016-12-26 | 2017-06-13 | 上海岩土工程勘察设计研究院有限公司 | A kind of method for large-scale draining pipe culvert leak detection |
| CN108760745A (en) * | 2018-04-12 | 2018-11-06 | 上海建工集团股份有限公司 | Diaphram wall seam leakage inspector and method |
| CN108844684A (en) * | 2018-04-17 | 2018-11-20 | 中国矿业大学 | A method of monitoring diaphram wall seam crossing leakage scenarios |
| CN109610525A (en) * | 2018-12-04 | 2019-04-12 | 中国十七冶集团有限公司 | A kind of method of quick judgement water-stop curtain construction quality |
| CN111535373A (en) * | 2020-05-12 | 2020-08-14 | 中建六局水利水电建设集团有限公司 | Deep foundation pit water-proof curtain leakage detection method |
| CN112924945A (en) * | 2021-03-10 | 2021-06-08 | 大连理工大学 | Underground diaphragm wall model test system based on cross-hole radar imaging |
| CN114112833A (en) * | 2021-10-19 | 2022-03-01 | 中国建设基础设施有限公司 | Underground engineering waterproof curtain leakage detection device and method |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106013198A (en) * | 2016-05-31 | 2016-10-12 | 中铁第四勘察设计院集团有限公司 | Gap pretreatment construction method for foundation pit support structure |
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| CN106838630A (en) * | 2016-12-26 | 2017-06-13 | 上海岩土工程勘察设计研究院有限公司 | A kind of method for large-scale draining pipe culvert leak detection |
| CN106838630B (en) * | 2016-12-26 | 2021-11-26 | 上海勘察设计研究院(集团)有限公司 | Method for detecting leakage of large-scale drainage pipe culvert |
| CN108760745A (en) * | 2018-04-12 | 2018-11-06 | 上海建工集团股份有限公司 | Diaphram wall seam leakage inspector and method |
| CN108844684A (en) * | 2018-04-17 | 2018-11-20 | 中国矿业大学 | A method of monitoring diaphram wall seam crossing leakage scenarios |
| CN109610525A (en) * | 2018-12-04 | 2019-04-12 | 中国十七冶集团有限公司 | A kind of method of quick judgement water-stop curtain construction quality |
| CN111535373A (en) * | 2020-05-12 | 2020-08-14 | 中建六局水利水电建设集团有限公司 | Deep foundation pit water-proof curtain leakage detection method |
| CN112924945A (en) * | 2021-03-10 | 2021-06-08 | 大连理工大学 | Underground diaphragm wall model test system based on cross-hole radar imaging |
| CN112924945B (en) * | 2021-03-10 | 2023-09-22 | 大连理工大学 | Underground continuous wall model test system based on cross-hole radar imaging |
| CN114112833A (en) * | 2021-10-19 | 2022-03-01 | 中国建设基础设施有限公司 | Underground engineering waterproof curtain leakage detection device and method |
| CN114112833B (en) * | 2021-10-19 | 2024-04-30 | 中国建设基础设施有限公司 | Underground engineering waterproof curtain leakage detection device and method |
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Inventor after: Huang Yongjin Inventor after: Wu Feng Inventor after: He Wei Inventor after: Ma Wenliang Inventor after: Hu Rao Inventor after: Tang Jian Inventor after: Zhu Liming Inventor after: Wang Shuiqiang Inventor after: Yin Xirong Inventor after: Jia Zhaolei Inventor after: Li Fengsheng Inventor before: Hu Rao Inventor before: Ma Wenliang Inventor before: Huang Yongjin Inventor before: Wang Shuiqiang Inventor before: Tang Jian |
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Address after: 200032 18, building 681, Xiao Mu Qiao Road, Xuhui District, Shanghai. Patentee after: Shanghai Survey, Design and Research Institute (Group) Co.,Ltd. Country or region after: China Address before: 200032 18, building 681, Xiao Mu Qiao Road, Xuhui District, Shanghai. Patentee before: SHANGHAI GEOTECHNICAL INVESTIGATIONS & DESIGN INSTITUTE Co.,Ltd. Country or region before: China |