CN101324062A - Testing method and apparatus of breast wall slurry pressure in underground continuous wall trench construction - Google Patents
Testing method and apparatus of breast wall slurry pressure in underground continuous wall trench construction Download PDFInfo
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- CN101324062A CN101324062A CNA2008100409164A CN200810040916A CN101324062A CN 101324062 A CN101324062 A CN 101324062A CN A2008100409164 A CNA2008100409164 A CN A2008100409164A CN 200810040916 A CN200810040916 A CN 200810040916A CN 101324062 A CN101324062 A CN 101324062A
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Abstract
The invention provides a testing method of wall-protection slurry pressure during the trough-forming construction of the underground continuous wall and a device thereof, belonging to the technical field of building engineering. The invention is characterized in that a hook of a sleeving ring is tied with a measuring rope having graduations; a pressure sensor is arranged in the sleeving ring; the data transmission lead of the pressure sensor and the measuring rope which is tied on the sleeving ring are led out of the trough hole of the sleeving ring together and connected on a lifting frame; the pressure sensor is slid into the trough section by the lifting frame so as to carry out the measuring and reading operation of the pressure sensor; the pressure sensor is lifted upwards subsequently and the measuring and reading of the pressure sensor are carried out repeatedly; the slurry pressure results measured in the same depth are averaged; scattered data of the relationship between depth and slurry pressure is drawn; the scatter data is fitted so as to gain the slurry pressure distribution in different depths in the trough section. The testing method and the device of the invention can exactly measure the wall-protection slurry pressure during the trough-forming construction process of the underground continuous wall, with exact and reliable measuring results.
Description
Technical field
The present invention relates to a kind of method of testing and device of construction engineering technical field, specifically is the method for testing and the device of slurry coat method pressure in a kind of continuous wall trench underground construction.
Background technology
So-called construction method of underground continuous wall, be exactly to adopt special-purpose grooving machinery in advance, along deep foundation or underground structure periphery, adopt the swell soil thixotropic slurry to carry out retaining wall, excavate out groove section with certain depth and section, in the groove section, put into prefabricated reinforcing cage then, and adopt tremie concrete to form the wall section, construction so continuously, each wall is intersegmental to interconnect thereby make, constitute complete diaphragm wall body one with retaining soil and water-proof function, but and double as main body underground structure or its part.Because this job practices can be excavated the deep trouth of any degree of depth and section, so can build diaphragm wall body according to designing requirement with different depth, width, shape, thickness and intensity.In the construction, no matter when grooving, still after trenching construction is finished, all need be full of thixotropic slurry in the groove section, and the liquid level that guarantees mud is higher than more than the groundwater table 0.5m at least, thereby by the retaining wall effect of mud, keep the stable of the cell wall soil body, make body of wall before building up, the danger that cell wall caves in can not occur.
The retaining wall mechanism of action of mud is as follows: the proportion of mud is greater than phreatic proportion, and liquid level is higher than groundwater table again, makes the head of liquid of mud be enough to descend water and soil pressure evenly, and a kind of liquid pressure that becomes the cell wall soil body supports.Simultaneously, mud pressure makes mud can infiltrate in the hole of the cell wall soil body, fill therebetween, form one deck dense structure, mud skin that water permeability is low in flute wall surfaces, impel the trough wall surface soil body by the higher medium of original decentralization, glued formation has the integral body of film characteristics, further safeguarded the stable of cell wall.In addition, mud also has the quarrel taken, cooling and lubricated effect, can be used as the medium of muck haulage in the trenching construction, improves the application life of construction efficiency and prolongation construction machinery.
Therefore, stable for the grooving quality and the cell wall that guarantee diaphragm wall in the construction of diaphragm wall process, the performance technologies index of on-the-spot mud has been proposed a series of requirements, and should in mud preparation and trenching construction, test and control.The mud main performance index comprises: proportion, viscosity, sand factor and pH value etc.Wherein mud balance can reflect the size of mud to cell wall soil body actuating pressure indirectly, thereby engineering circle adopts mud weight indicator to measure mud balance usually, and then reflects the actuating pressure of mud to cell wall indirectly.The shortcoming of this indirect determination mud pressure method is: 1. carry out the sampling of mud and carry out the test of mud balance from the groove section because of the mud tank that adopts the active lid of conventional belt, in sampling process, there are spillage and mixed slurry problem inevitably, have the big and low problem of precision of test result variability, thus can influence mud pressure measuring accuracy; 2. because of need carry out the sampling of mud from the different degree of depth in the groove section, sampling work work amount is big, and obtainable sample point quantity is limited in the finite time, so testing efficiency is low, there is certain influence in the engineering construction progress.
Through the prior art literature search is found, Chinese patent application numbers 200410005525.0, denomination of invention: the method and the device of a kind of reception and detection mud-pressure pulses signal, publication number: CN1657740, this patent readme is: the invention provides a kind of method and device that receives and detect the mud-pressure pulses signal, it receives the signal that contains the mud-pressure pulses coded message that transmits from channel; Carry out LPF to the received signal; Signal behind the LPF is carried out the removal of DC component; Noise is to the received signal set up Noise Estimation; Carry out system synchronization word detection related operation to having removed signal without direct current component; Carry out adaptive-filtering to having removed signal without direct current component; Adopt sign indicating number position related operation to judge the sign indicating number position, and from the signal that receives, demodulate data according to coding protocol.Even under the noise circumstance condition of severe, also can be with useful signal from being extracted the information of noise severe contamination of receiving; Realize described method by described device simultaneously, and compatible several DHM-MWD instruments.This invention is measuring while drilling method and the instrument in the drilling engineering, and the drilling liquid pressure test signal is handled in can be applicable to geological prospecting and developing, and its tested object is the mud-pressure pulses that is used for measurement while drilling, but not mud pressure itself.This method can not be applied to the slurry coat method pressure test of continuous wall trench underground, and both engineering fields are different fully with tested object, can not be general.
Summary of the invention
The present invention is directed to above-mentioned the deficiencies in the prior art, the method of testing and the device of slurry coat method pressure in a kind of continuous wall trench underground construction have been proposed, the conventional in the past test result low precision that adopts the mud weight indicator method to exist, the limited shortcoming of sample point quantity of acquisition have been overcome, have the monitoring accuracy height, can obtain advantages such as a large amount of monitored data points, improve greatly the data precision and the testing efficiency of on-the-spot test, have stronger practicality.
The present invention is achieved by the following technical solutions:
The method of testing of slurry coat method pressure in the continuous wall trench underground construction involved in the present invention may further comprise the steps:
The first step is prepared the metal coating collar that a upper end has slotted eye, the graduated lining rope of binding strap on the hook of the collar;
Second goes on foot, after the screw in the collar outside is unscrewed, and the pressure sensor of in the collar, packing into, tighten the screws fixation pressure sensor;
The 3rd step, the data of pressure sensor are transmitted lead from the slotted eye of the collar, draw, the lining rope of colligation is drawn on the collar, is connected on the crane that is set up in ground;
In the 4th step, the wheel by crane in the slow sliding groove inlet section of mud liquid level, carries out pressure sensor the survey of pressure sensor and reads every setting vertical spacing, slides to groove section bottom until pressure sensor;
In the 5th step, from the bottom beginning of groove section, the wheel by crane slowly upwards promotes pressure sensor, reads every setting the survey that vertical spacing repeats pressure sensor, is promoted to the mud liquid level until pressure sensor and finishes;
In the 6th step, the mud pressure result that same depth is measured averages, and draws the diffusing point data of the degree of depth and mud pressure relation, and the point data of will loosing is carried out match, and the mud pressure that gets each degree of depth in the groove section distributes.
The testing arrangement of slurry coat method pressure comprises jacking system and test macro in the continuous wall trench underground construction involved in the present invention, and described jacking system comprises the protection collar, lining rope, crane.Described test macro comprises pressure sensor, data transmission lead, data collecting instrument.Pressure sensor is arranged in the protection collar, and the protection collar is provided with slotted eye, and the data of pressure sensor are transmitted lead and drawn from this slotted eye, and are connected to data collecting instrument, and there is parbuckle screw in the protection collar outside, is used for fixing pressure sensor.Protection collar top is connected with hook, and the crane frame is equipped with wheel on the crane on continuous wall groove segment, lining rope lower end and hook binding, and the upper end is fixed and is coiled on the wheel of crane.
The described protection collar, its internal diameter guarantee that greater than the pressure sensor diameter pressure sensor can snap in the protection collar smoothly.
The slotted eye on described protection collar top, its internal diameter is greater than the pressure sensor data diameter of wire.
Described lining rope has scale, to guarantee to read the degree of depth of pressure sensor in the groove section.
Described crane has four fulcrums, and frame is equipped with wheel in the continuous wall groove segment both sides on the crane respectively, but the speed of the degree of depth of controlled pressure sensor, pressure sensor downslide and lifting.
Described pressure sensor is the type vibration wire pressure gauge.
It is that twin-core is measured cable that described data are transmitted lead, can adopt data collecting instrument to survey and read.Data are transmitted lead and are extended to ground from pressure sensor, guarantee that the tester can carry out the data survey and read.
Described data collecting instrument is the hand held pocket frequency readings instrument of vibrating string type sensor use.
The present invention puts into pressure sensor in the groove section, rotate by wheel, from the mud liquid level with pressure sensor below the mud liquid level in the slowly downwards sliding groove inlet section, read every the survey that certain vertical spacing is carried out mud pressure, slide to groove section bottom until pressure sensor, then from groove section bottom, slow more from bottom to top adherence pressure sensor, read every the survey that certain vertical spacing repeats pressure, be promoted to the mud liquid level until pressure sensor.In pressure sensor downslide and lifting process, the data that need to guarantee pressure sensor are transmitted lead maintenance relaxed state, and it is bad to prevent that data transmission lead from being drawn, and promptly protects the weight of the collar and pressure sensor all to be born by lining rope.Pressure sensor glided and and lifting process in the force value that records of same depth position average, reduce once to survey and read caused error in reading.Draw the diffusing point data figure between the degree of depth and mud pressure at last, the diffusing point data that records is carried out curve fitting, can obtain the mud pressure of different depth in the groove section.
The present invention is simple, easy for installation, simple to operate, and the testing efficiency height is used in the mud pressure test in the large depth underground continuous wall trenching construction of area, Shanghai, through the engineering practice checking, has obtained significant effect.
Description of drawings
The testing arrangement structural representation of Fig. 1 for adopting in the embodiment of the invention;
The degree of depth and mud pressure graph of relation that Fig. 2 obtains for the test of embodiments of the invention D15 groove section;
The degree of depth and mud pressure graph of relation that Fig. 3 obtains for the test of embodiments of the invention D31 groove section;
The degree of depth and mud pressure graph of relation that Fig. 4 obtains for the test of embodiments of the invention DQC2b groove section.
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment is being to implement under the prerequisite with the technical solution of the present invention, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
Embodiment:
Case history is somewhere, Shanghai City comprehensive reformation (first phase) engineering.The east side, construction plant of this project is Huangpu River flood-control wall, and flood-control wall is to build the seventies in 20th century, and in initial stage nineties process heightening and consolidation.Heavy traffic around the job site, and have underground utilities to distribute, newly-built interim flood-control wall is effectively isolated construction area and pipeline, road.
The base pit engineering of this engineering land-based area scope building is divided into A, B, C and D totally 4 works areas, space enclosing structure adopts thick, the 27m～28m deep underground continuous wall of 800mm, adopt three road horizontal reinforcement concrete to support in the hole, the excavation of foundation pit mode is conventional along constructing, excavation of foundation pit degree of depth 13.5m, foundation ditch always prolongs 1200m, belongs to the one-level foundation ditch, the strictness of foundation pit deformation control criterion.
For checking the trenching construction quality of diaphragm wall; this engineering adopts slurry coat method pressure test device as shown in Figure 1 in trenching construction, comprising: the protection collar 1, parbuckle screw 2, hook 3, pressure sensor 4, data are transmitted lead 5, lining rope 6, crane 7 and data collecting instrument 8.Pressure sensor 4 is arranged in the protection collar 1; the protection collar 1 is provided with slotted eye; the data of pressure sensor 1 are transmitted lead 5 and are drawn from this slotted eye; and be connected to data collecting instrument 8; the protection collar 1 top is connected with hook, and 7 of cranes are equipped with wheel on the crane 7 on continuous wall groove segment; lining rope 6 lower ends and hook 3 bindings, the upper end is fixed and is coiled on the wheel of crane 7.
The concrete method of testing step of present embodiment is as follows:
The first step is ready to protect the collar 1 before the continuous wall trench construction, the collar outside is equipped with 3 parbuckle screws 2, and collar upper end has slotted eye, and is connected with hook 3.
Second goes on foot, after parbuckle screw 2 is unscrewed, and the pressure sensor 4 of in the collar 1, packing into, tighten the screws 2 fixation pressure sensors 4.
The 3rd step, the data of pressure sensor 4 are transmitted lead 5 from the slotted eye of the collar 1, draw, the lining rope 6 of colligation is drawn on hook 3, and is connected on the metal crane 7.
The 4th step, after the groover excavation and construction is finished, in the slow sliding groove inlet section of mud liquid level, read, and slides to groove section bottom until pressure sensor by the survey of adopting data collecting instrument 8 every vertical 1.0m at interval to carry out pressure on ground with pressure sensor 4 for wheel by crane 7.
The 5th step from the beginning of groove section bottom, slowly upwards promoted pressure sensor 4, and the survey that same every vertical 1.0m at interval repeats pressure is read, and is promoted to the mud liquid level until pressure sensor 4 and finishes.
The 6th step, same depth is slipped into and upwards promote measured mud pressure result downwards average, draw the diffusing point data between the degree of depth and mud pressure, the point data of will loosing is carried out match, can get the mud pressure of different depth in the groove section.
In the first step, the protection collar 1 internal diameter is 12.3cm, and thickness is 2.5cm, diameter be the internal diameter of 8mm greater than pressure sensor 4 diameters, guarantee that pressure sensor 4 can snap in the collar smoothly.Diameter is the outside of the 8mm parbuckle screw 2 that 3 diameters are arranged is 4mm, can fixation pressure sensor 4.Diameter is that the top of 8mm has the slotted eye that diameter is 8mm, and the slotted eye internal diameter transmits lead 5 diameters greater than pressure sensor data.
In second step, the pressure sensor diameter is 12cm, and thickness is 2.5cm, and range is to estimate 1.5 times of maximum mud pressure.Pressure sensor is connected with the data that can adopt data collecting instrument to survey to read and transmits lead, and lead is that the twin-core of diameter 6mm is measured cable.Lead leads to ground from the slotted eye of the collar, the assurance tester can carry out the survey of data and read on ground.
In the 3rd step, have scale on the lining rope, guarantee to read pressure sensor degree of depth in the groove section.The hook binding of the lining rope lower end and the collar prevents the collar and pressure sensor slippage.
In the 4th step and the 5th step, crane has four fulcrums, and frame is in the continuous wall groove segment both sides respectively.But the speed of the degree of depth of wheel controlled pressure sensor, pressure sensor downslide and lifting on the crane.
In the 4th step and the 5th step, pressure sensor is surveyed in the data that glide and promote and is read, and to need guarantee to glide surveys that to read when promoting survey and read the depth location of pressure sensor identical, so that survey the contrast of read data.
In the 6th step, the mud pressure result that same depth is measured averages, and reduces once to survey the error in reading of reading to cause.
This base pit engineering has carried out the mud pressure test of 3 underground succeeding vat sections (D15, D31 and DQC2b), 3 mud pressure curve such as Fig. 2, Fig. 3 and shown in Figure 4 that the groove section is measured altogether in order to last method.Test result has reflected the increase progressively relation of mud pressure with degree of depth increase well.For ease of contrast and the checking of carrying out test result, 3 groove sections have adopted conventional mud hydrometer method to take a sample and measure mud balance at different depth simultaneously, are converted into mud pressure again, and the mud pressure after the conversion also is plotted in respectively among Fig. 2, Fig. 3 and Fig. 4.Mud pressure after the conversion is tested the mud pressure of acquisition less than the present invention, but relative error shows the measuring accuracy engineering demands of the embodiment of the invention all in 0.83%.Hydrometer method because there is spillage in the sealing problem of mud tank and mixes the slurry phenomenon, causes mud pressure that this method records less than the measured mud pressure of the present invention in the mud sampling process.
In the actual test process, whenever carrying out a mud pressure test (slipping into and the lifting that makes progress) downwards only needs 10 minutes, very little to the influence of the follow-up fluid concrete construction speed of diaphragm wall.And conventional hydrometer method whenever carries out the sampling of a depth point and tests needing 5 minutes, carried out respectively in each groove section in an embodiment the degree of depth-5m ,-10m ,-15m and-the 20m sampling and testing of totally 4 depth locations, need 25 minutes total time, be 2.5 times of the inventive method required time.But conventional hydrometer method in 2.5 times of times obtainable number of data points only be about 1/6 of the inventive method, illustrate that the testing efficiency of the inventive method obviously is better than conventional hydrometer method.
Claims (10)
1, the method for testing of slurry coat method pressure in a kind of continuous wall trench underground construction is characterized in that, may further comprise the steps:
The first step is prepared the metal coating collar that a upper end has slotted eye, the graduated lining rope of binding strap on the hook of the collar;
In second step, the screw in the collar outside is unscrewed the pressure sensor of packing into, tighten the screws fixation pressure sensor in the collar;
The 3rd step, the data of pressure sensor are transmitted lead from the slotted eye of the collar, draw, the lining rope of colligation is drawn on the collar, is connected on the crane that is set up in ground;
The 4th step, by crane with pressure sensor in the sliding groove inlet section of mud liquid level, carry out the survey of pressure sensor and read every setting vertical spacing, slide to groove section bottom until pressure sensor;
The 5th goes on foot, and from the beginning of groove section bottom, pressure sensor is upwards promoted, and the survey that repeats pressure sensor every the vertical spacing of setting is read, and is promoted to the mud liquid level until pressure sensor and finishes;
In the 6th step, the mud pressure result that same depth is measured averages, and draws the diffusing point data of the degree of depth and mud pressure relation, and the point data of will loosing is carried out match, and the mud pressure that gets each degree of depth in the groove section distributes.
2, the method for testing of slurry coat method pressure in the continuous wall trench underground construction according to claim 1, it is characterized in that, in the 4th step and the 5th step, pressure sensor is surveyed in the data that glide and promote and is read, and glides to surveying that to read when promoting survey and read the depth location of pressure sensor identical.
3; the testing arrangement of slurry coat method pressure in a kind of continuous wall trench underground construction; it is characterized in that; comprise jacking system and test macro; described jacking system comprises the protection collar; lining rope; crane; described test macro comprises pressure sensor; data are transmitted lead; data collecting instrument; wherein: pressure sensor is arranged in the protection collar; the protection collar is provided with slotted eye; the data of pressure sensor are transmitted lead and are drawn from this slotted eye; and be connected to data collecting instrument; there is parbuckle screw in the protection collar outside, is used for fixing pressure sensor, and protection collar top is connected with hook; the crane frame is on continuous wall groove segment; wheel is installed on the crane, lining rope lower end and hook binding, the upper end is fixed and is coiled on the wheel of crane.
4, the testing arrangement of slurry coat method pressure in the continuous wall trench underground construction according to claim 3 is characterized in that, the described protection collar, and its internal diameter is greater than the pressure sensor diameter.
5, the testing arrangement of slurry coat method pressure in the continuous wall trench underground construction according to claim 3 is characterized in that, the slotted eye on described protection collar top, and its internal diameter transmits diameter of wire greater than pressure sensor data.
6, according to the testing arrangement of slurry coat method pressure in claim 3 or the 5 described continuous wall trench underground constructions, it is characterized in that it is that twin-core is measured cable that described data are transmitted lead, data are transmitted lead and are extended to ground from pressure sensor.
7, the testing arrangement of slurry coat method pressure in the continuous wall trench underground construction according to claim 3 is characterized in that described lining rope has scale.
8, the testing arrangement of slurry coat method pressure in the continuous wall trench underground construction according to claim 3 is characterized in that described crane has four fulcrums, and frame is in the continuous wall groove segment both sides respectively.
9, the testing arrangement of slurry coat method pressure in the continuous wall trench underground construction according to claim 3 is characterized in that described pressure sensor is the type vibration wire pressure gauge.
According to the testing arrangement of slurry coat method pressure in claim 3 or the construction of 9 described continuous wall trench undergrounds, it is characterized in that 10, described pressure sensor, its range are to estimate 1.5 times of maximum mud pressure.
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| CN2008100409164A CN101324062B (en) | 2008-07-24 | 2008-07-24 | Testing method and apparatus of slurry coat pressure in underground continuous wall trench construction |
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| CN2008100409164A CN101324062B (en) | 2008-07-24 | 2008-07-24 | Testing method and apparatus of slurry coat pressure in underground continuous wall trench construction |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535527A (en) * | 2010-12-14 | 2012-07-04 | 上海市基础工程有限公司 | Testing device and method of breast wall slurry pressure during pore-forming construction of cast-in-situ bored pile |
| CN103954531A (en) * | 2014-05-21 | 2014-07-30 | 范明军 | Device for driving density measurement part to move up and down |
| CN108254290A (en) * | 2017-12-26 | 2018-07-06 | 上海市基础工程集团有限公司 | Digitize mud balance measuring device |
| CN110055967A (en) * | 2019-03-14 | 2019-07-26 | 姚燕明 | A kind of mud control system and control method for ultra-deep underground continuous wall |
| CN112302065A (en) * | 2020-11-23 | 2021-02-02 | 苏州大学 | Device and method for testing lateral pressure of cement-soil slurry |
| CN113513051A (en) * | 2021-04-22 | 2021-10-19 | 上海市基础工程集团有限公司 | Underground diaphragm wall groove section construction slurry performance test device and test method thereof |
| CN113982488A (en) * | 2021-09-10 | 2022-01-28 | 浙江天弘机器人科技有限公司 | Deep foundation pit tunneling robot and operation method thereof |
-
2008
- 2008-07-24 CN CN2008100409164A patent/CN101324062B/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535527A (en) * | 2010-12-14 | 2012-07-04 | 上海市基础工程有限公司 | Testing device and method of breast wall slurry pressure during pore-forming construction of cast-in-situ bored pile |
| CN103954531A (en) * | 2014-05-21 | 2014-07-30 | 范明军 | Device for driving density measurement part to move up and down |
| CN108254290A (en) * | 2017-12-26 | 2018-07-06 | 上海市基础工程集团有限公司 | Digitize mud balance measuring device |
| CN110055967A (en) * | 2019-03-14 | 2019-07-26 | 姚燕明 | A kind of mud control system and control method for ultra-deep underground continuous wall |
| CN110055967B (en) * | 2019-03-14 | 2024-04-02 | 姚燕明 | Slurry control system and control method for ultra-deep underground diaphragm wall |
| CN112302065A (en) * | 2020-11-23 | 2021-02-02 | 苏州大学 | Device and method for testing lateral pressure of cement-soil slurry |
| CN113513051A (en) * | 2021-04-22 | 2021-10-19 | 上海市基础工程集团有限公司 | Underground diaphragm wall groove section construction slurry performance test device and test method thereof |
| CN113982488A (en) * | 2021-09-10 | 2022-01-28 | 浙江天弘机器人科技有限公司 | Deep foundation pit tunneling robot and operation method thereof |
| CN113982488B (en) * | 2021-09-10 | 2024-03-26 | 浙江天弘机器人科技有限公司 | Deep foundation pit tunneling robot and operation method thereof |
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