CN110080195A - A kind of loess fill foundation immersion water test equipment and method - Google Patents
A kind of loess fill foundation immersion water test equipment and method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 90
- 238000012360 testing method Methods 0.000 title claims abstract description 88
- 238000007654 immersion Methods 0.000 title claims abstract description 84
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 78
- 239000002689 soil Substances 0.000 claims abstract description 563
- 238000001514 detection method Methods 0.000 claims abstract description 241
- 238000012544 monitoring process Methods 0.000 claims abstract description 108
- 238000012806 monitoring device Methods 0.000 claims abstract description 85
- 238000011068 loading method Methods 0.000 claims abstract description 59
- 238000006073 displacement reaction Methods 0.000 claims description 157
- 230000035515 penetration Effects 0.000 claims description 44
- 230000001360 synchronised effect Effects 0.000 claims description 36
- 230000008569 process Effects 0.000 claims description 33
- 238000013461 design Methods 0.000 claims description 13
- 238000011049 filling Methods 0.000 claims description 9
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- 238000000465 moulding Methods 0.000 claims description 5
- 230000000717 retained effect Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 11
- 238000002791 soaking Methods 0.000 abstract description 10
- 238000009510 drug design Methods 0.000 abstract 1
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- 238000010276 construction Methods 0.000 description 15
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- 238000002386 leaching Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 241001269238 Data Species 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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Abstract
The invention discloses a kind of loess fill foundation immersion water test equipment and methods, the device includes upper monitoring terminal, soil deformation monitoring device and vertical loading device, and soil deformation monitoring device includes data collector and M along the circumferential direction uniformly distributed combined type detection devices；Each combined type detection device includes N number of detection piece laid from the bottom to top, it is located at N number of detection piece on the same water surface in fill stratum to be tested and forms a lateral detection device, locating vertical plane is a soil monitoring face in each combined type detection device, and fill stratum to be tested is divided into M soil body detection zone by M soil monitoring face；The method comprising the steps of: one, soil layer backfill and combined type detection device are embedded；Two, soil deformation monitoring before soaking；Three, soil layer continues to backfill；Four, it soaks；Five, it loads.The present invention has rational design and using effect is good, the collapsibility to loess fill stratum can carry out simplicity comprehensively, fast and accurately test.
Description
Technical field
The invention belongs to rock and soil engineering detection and experimental technique fields, soak and try more particularly, to a kind of loess fill foundation
Experiment device and method.
Background technique
From the perspective of site operation, ground is divided into subsoil and artificial foundation.Ground is pressure-bearing below basis
Ground supporting course.Subsoil is can to meet to undertake basic whole load requirement under natural conditions, is not required to the day of very important person's reinforcing
Right soil layer saves project cost, does not need the ground of artificial treatment.Subsoil can not need to handle ground
Directly to place the natural soil layer on basis.Artificial foundation is the ground by artificial treatment or improvement.When the geological state of soil layer
Preferably, subsoil can be used when bearing capacity is stronger；And under conditions of geological state is bad, such as hillside fields, sand ground or mud
Geology, although or soil layer quality it is preferable, when upper load is excessive, for make ground have enough bearing capacitys, then to use
Artificially reinforced subgrade, i.e. artificial foundation.The ground to be formed is backfilled using (also referred to as backfill) progress ground that bankets in artificial foundation
Base is known as fill foundation, also referred to as Backfill Foundation, filled up ground etc..Collapsible loess is widely distributed in China, accounts for our Huangs
60% or so of the soil area gross area.Collapsible Loess District again, (also referred to as loess bankets the fill foundation of collapsible loess
Layer) using more.
Currently, the main purpose of basement process is to use various method for processing foundation to improve foundation condition.Basement process
Object be soft foundation and Special soil foundation.Special soil foundation have zonal feature, including weak soil, collapsible loess,
The grounds such as swelled ground, admaic earth and frozen soil.Wherein, the wetting Collapsible of collapsible loess foundation can bring different journeys to works
The harm of degree makes works significantly settle, crack, tilt, or even seriously affects its safety and use.Therefore, in loessland
When the works such as bridges and culverts are built in area, reply collapsible loess foundation has reliable determination method and comprehensive understanding, and takes just
True engineering measure prevents or eliminates its collapsibility, this process is known as collapsible loess foundation processing.And to collapsibility Huang
Before native basement process is handled, submerging test of testing pits need to be carried out to collapsible loess foundation to be processed, to measure saturated yielding
The collapsibility of property loess foundation.But currently, to loess fill stratum carry out submerging test when, can without the test method of a set of specification
For following, it is inevitably present whens actual tests that constructing operation is random, used detecting element is numerous, detecting element is embedded
Position is random and embedded heavy workload, the problems such as test result is unreliable.Thus, nowadays lack it is a kind of design rationally, test
Easy and good using effect loess fill stratum immersion water test equipment can carry out the collapsibility of loess fill stratum easy, quick
And accurate test；Meanwhile also lacking a kind of method that can easy, fast and accurately test loess fill stratum collapsibility, so as to right
The collapsibility of loess fill stratum is fully understanded, provides comprehensive, reliable basis for later period basement process.
Summary of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of loess embankment
Ground immersion water test equipment, it is reasonable in design, test is easy and using effect is good, using multiple along the circumferential direction uniform cloth
If combined type detection device complete detection, combined type detection device position are carried out to the soil deformation of fill stratum to be tested in foundation pit
It is rationally and embedded easy to install meter, and fill stratum to be tested in foundation pit is divided into multiple soil bodys by combined type detection device and is examined
Region is surveyed, each soil body detection zone passes through a combined type detection device and carries out soil deformation detection, can be comprehensively to loess
The collapsibility of fill stratum carries out simplicity, fast and accurately tests.
In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of loess fill foundation submerging test dress
It sets, it is characterised in that: including upper monitoring terminal, soil deformation monitoring device and from top to bottom fill stratum to be tested is erected
To the vertical loading device of load, the vertical loading device is located at right above fill stratum to be tested；The soil deformation monitoring
Device includes data collector and the M along the circumferential direction uniformly distributed combined type detection devices in fill stratum to be tested, and M is a
The structure of the combined type detection device is all the same；Wherein, M is positive integer and M >=3；The data collector and upper monitoring
Terminal connection；
The fill stratum to be tested is to pass through the layering filling loess into the preparatory foundation pit for excavating formation and formed after tamping
Fill stratum, the foundation pit is from top to bottom to excavate the immersion of formation in loess fill foundation to test pits, the loess embankment
Base is that the loess fill stratum to be formed is backfilled with loess；The immersion is tested pits as cylindrical vertical foundation pit and a diameter of φ 1.8m~
φ 2.5m, the fill stratum to be tested are cylindrical soil layer and its height h1=2.5m~4m, and wherein h1 < h2, h2 are the leaching
The depth that water is tested pits；
Each combined type detection device includes N number of detection piece being laid on same vertical plane from the bottom to top, often
It is a soil monitoring point at a detection piece present position；Wherein, N is positive integer and N >=5；Each detection piece
Including a soil moisture sensor being measured in real time to the soil body moisture content at present position, one to locating position
Soil Tension that the soil water suction at the place of setting is measured in real time and one carry out the vertical displacement value at present position real
When the displacement sensor that detects, soil moisture sensor, Soil Tension and displacement sensor described in each detection piece
Be laid on the same soil monitoring point, the soil moisture sensor, Soil Tension and displacement sensor with
Data collector connection；
It is located at N number of detection piece on the same water surface in the fill stratum to be tested and forms a lateral detection device,
N number of lateral detection device is provided in the fill stratum to be tested from the bottom to top；
In each combined type detection device vertical plane locating for all detection pieces be a soil monitoring face, it is described to
Test fill stratum is divided into M soil body detection zone, the structure of the M soil body detection zones by the M soil monitoring faces
All the same, the cross section of each soil body detection zone is sector.
Above-mentioned a kind of loess fill foundation immersion water test equipment, it is characterized in that: the upper monitoring terminal is smart phone
Or laptop；
It include one at least one described detection piece in each combined type detection device to the soil at present position
The temperature sensor that temperature is measured in real time, the temperature sensor are connect with data collector.
Above-mentioned a kind of loess fill foundation immersion water test equipment, it is characterized in that: the soil moisture sensor, soil tension
It is attached by connecting line between meter and displacement sensor and data collector；
Each combined type detection device further includes one and is embedded on the outside of fill stratum to be tested and supplies the connecting line
The penetration pipe that the vertical casing and Duo Gen passed through supplies the connecting line to pass through, the more penetration pipes are laid from the bottom to top,
The quantity of the penetration pipe is identical as the quantity of included detection piece in each combined type detection device, the vertical casing
Upper end extend out to the outside of testing pits of soaking；The outer end of the every penetration pipe is all connected on vertical casing, the vertical set
N number of connecting hole for being used to connect penetration pipe is provided on the inner sidewall of pipe from the bottom to top, the every penetration pipe is connect with it
Vertical inside pipe casing connection；The soil moisture sensor, Soil Tension and displacement sensor are respectively positioned on penetration pipe inner end；
The connection being connect in each detection piece with soil moisture sensor, Soil Tension and displacement sensor
Line passes through same root penetration pipe and penetrates in vertical casing, in each combined type detection device with soil moisture sensor,
All connecting lines that Soil Tension is connected with displacement sensor are pierced by from the vertical casing of same root.
Above-mentioned a kind of loess fill foundation immersion water test equipment, it is characterized in that: each detection piece further includes one
To whether there is the water-proof CCD camera detected in crack at present position, the water-proof CCD camera is connect with data collector.
Above-mentioned a kind of loess fill foundation immersion water test equipment, it is characterized in that: the water-proof CCD camera passes through the connection
Line is connect with data collector, and the water-proof CCD camera is located at penetration pipe inner end；In the same detection piece with soil moisture
All connecting lines that sensor, Soil Tension, displacement sensor and water-proof CCD camera connect pass through same root penetration pipe and wear
Enter in vertical casing.
Meanwhile a kind of the invention also discloses method and steps simple, design rationally and realizes Huang convenient, that using effect is good
Native fill stratum submerging test method, it is characterised in that: method includes the following steps:
Step 1: soil layer backfill and combined type detection device are embedded: testing pits interior time to the molding immersion is excavated in advance
Loess is filled out, and filled out loess is compacted by tamping apparatus, until the compacting factor of filled out loess meets design requirement, is obtained
The fill stratum to be tested completed must be backfilled；Meanwhile the M combined type detection devices are buried in fill stratum to be tested, it obtains
The soil deformation monitoring device；
Step 2: immersion preceding soil deformation monitoring: using soil deformation monitoring device described in step 1 by elder generation to rear right
Fill stratum to be tested is repeatedly monitored, and whether is in soil deformation stable state to fill stratum to be tested according to monitoring result
Judged；The soil deformation monitoring device is all the same to the multiple monitoring method of fill stratum to be tested, adjacent to monitor twice
Time interval is t1, wherein t1=10min~20min；
When being monitored using soil deformation monitoring device described in step 1 to fill stratum to be tested, process is as follows:
Step 201, soak before the monitoring of first time soil deformation: after the completion of the backfill of fill stratum to be tested described in step 1,
Fill stratum to be tested is monitored using the soil deformation monitoring device, obtains the soil deformation of fill stratum to be tested at this time
Data, while by the soil deformation data synchronized upload of fill stratum to be tested at this time to upper monitoring terminal and synchronous recording；
The soil deformation data are examined including all soil moisture sensors in the soil deformation monitoring device at this time
Soil water content value, all Soil Tensions the soil water suction value detected of survey and all displacement sensors are detected
Shift value；At this point, each institute's displacement sensors shift value detected is the initial displacement value of the displacement sensor；
Soil deformation monitors next time before step 202, immersion: being banketed using the soil deformation monitoring device to be tested
Layer is monitored, and obtains the soil deformation data of fill stratum to be tested at this time, and by the soil deformation of fill stratum to be tested at this time
Data synchronized upload is to upper monitoring terminal and synchronous recording；Meanwhile according to the first of institute each in step 201 displacement sensors
Beginning shift value obtains the accumulative settling amount of each institute's displacement sensors in the soil deformation monitoring device at this time；Each institute
The accumulative settling amount of displacement sensors be at this time displacement sensor shift value detected and the displacement sensor just
Difference between beginning shift value；
Step 203, soil deformation stablize judgement: by soil deformation data obtained in step 202 and last time
Deformation data compares, and each institute's displacement sensors are examined in the soil deformation data obtained in the step 202
Difference in the shift value of survey and the last deformation data between displacement sensor shift value detected no more than
When 0.5mm, illustrate that fill stratum to be tested is in soil deformation stable state at this time, enters step 204；Otherwise, return step
202, soil deformation monitors next time before being soaked；
The last time deformation data is the soil body change obtained when being monitored to fill stratum to be tested the last time
Graphic data；
Step 204, crack of soils are slightly sentenced: according to institute's displacement sensors each in the soil deformation monitoring device at this time
Accumulative settling amount, slightly sentenced to whether there is crack in fill stratum to be tested at this time: when soil deformation monitoring at this time
Difference in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors is small
When 3mm, illustrate that there is no cracks in fill stratum to be tested at this time, enter step four；Otherwise, three are entered step；
Step 3: soil layer continues to backfill: continuing to backfill loess on fill stratum to be tested, and by tamping apparatus to being filled out
Loess is compacted, and the fill stratum to be tested after continuing backfill is obtained；Later, two are entered step；
Step 4: immersion: being filled the water using water injection equipment into fill stratum to be tested, until completing the leaching of fill stratum to be tested
Water process；
Step 5: load: fill stratum to be tested is loaded by elder generation to rear point of multistage using the vertical loading device,
The soil deformation monitoring device is all made of after every level-one load to carry out soil deformation monitoring to fill stratum to be tested and used
Monitoring method it is all the same；
When carrying out any level load to fill stratum to be tested using the vertical loading device, it is all made of described in step 1
Soil deformation monitoring device repeatedly monitors fill stratum to be tested to rear by elder generation；The soil deformation monitoring device is to be measured
The multiple monitoring method for trying fill stratum is all the same, is divided into t2 between adjacent monitoring time twice, wherein t2=25min~35min；
When carrying out any level load to fill stratum to be tested using the vertical loading device, process is as follows:
Step 501, load: fill stratum to be tested is loaded using the vertical loading device；
First time soil deformation monitors after step 502, load: being banketed using the soil deformation monitoring device to be tested
Layer is monitored, and obtains the soil deformation data of fill stratum to be tested at this time, while the soil body of fill stratum to be tested at this time being become
Graphic data synchronized upload is to upper monitoring terminal and synchronous recording；
Soil deformation monitors next time after step 503, load: being banketed using the soil deformation monitoring device to be tested
Layer is monitored, and obtains the soil deformation data of fill stratum to be tested at this time, and by the soil deformation of fill stratum to be tested at this time
Data synchronized upload is to upper monitoring terminal and synchronous recording；Meanwhile according to the first of institute each in step 201 displacement sensors
Beginning shift value obtains the accumulative settling amount of each institute's displacement sensors in the soil deformation monitoring device at this time；Each institute
The accumulative settling amount of displacement sensors be at this time displacement sensor shift value detected and the displacement sensor just
Difference between beginning shift value；
Step 504, soil body stability are slightly sentenced: according to each displacement sensing in the soil deformation monitoring device at this time
The accumulative settling amount of device, it is whether stable to fill stratum to be tested at this time to judge: when the soil deformation monitoring device at this time
Each of difference in the lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors be respectively less than 3mm
When, illustrate that fill stratum to be tested is in stable state at this time, enters step 505；Otherwise, illustrate that fill stratum to be tested is at this time
Instability status completes the submerging test process of fill stratum to be tested；
Judgement is completed in step 505, load: whether judgement completes whole loading procedures of fill stratum to be tested at this time, when sentencing
It is disconnected when obtaining the whole loading procedures for completing fill stratum to be tested at this time, complete the submerging test process of fill stratum to be tested；It is no
Then, 506 are entered step；
Step 506, next stage load: according to method described in step 501 to step 504, to fill stratum to be tested into
The load of row next stage.
The above method, it is characterized in that: also needing after completion crack of soils is slightly sentenced in step 204 to crack of soils domain of the existence
Judged；
When judging the crack of soils domain of the existence, the M soil body detection zones are judged respectively；M
The judgment method of a soil body detection zone is all the same；
When judging any one described soil body detection zone, according to the soil deformation monitors at this time in step 204
It is located at the accumulative heavy of two institute's displacement sensors of the soil body detection zone two sides in N number of lateral detection device of device
Drop amount is judged: when two institute's rhemes for being located at the soil body detection zone two sides in each described lateral detection device at this time
When difference between the accumulative settling amount of displacement sensor is respectively less than 3mm, it is judged as in the soil body detection zone that there is no cracks；It is no
Then, it is judged as that the soil body detection zone is crack of soils domain of the existence；
When carrying out soil layer in step 3 and continuing backfill, above the crack of soils domain of the existence judged at this moment after
Continuous backfill loess, and filled out loess is compacted by tamping apparatus.
The above method, it is characterized in that: each detection piece further include one at present position whether there is crack
The water-proof CCD camera detected, the water-proof CCD camera are connect with data collector；
After completion crack of soils is slightly sentenced in step 204, also need to take the photograph using each waterproof in the soil deformation monitoring device
As head carries out video acquisition respectively, and by video information synchronous driving collected to upper monitoring terminal.
The above method, it is characterized in that: when being soaked in step 4, when the head height of fill stratum to be tested is h0,
Complete the immersion process of fill stratum to be tested；Wherein, h0 above fill stratum upper surface to be tested to fill stratum to be tested by depositing
Stay the height between the water surface of water, h0=20cm~30cm；
It is carried out in loading procedure in step 5, the head height of fill stratum to be tested is h0；
When being soaked in step 4, process is as follows:
Step 401, immersion: being filled the water using water injection equipment into fill stratum to be tested, when the head of fill stratum to be tested is high
When degree is h0,402 are entered step；
First time soil deformation monitors after step 402, immersion: after the completion of the backfill of fill stratum to be tested described in step 1,
Fill stratum to be tested is monitored using the soil deformation monitoring device, obtains the soil deformation of fill stratum to be tested at this time
Data, while by the soil deformation data synchronized upload of fill stratum to be tested at this time to upper monitoring terminal and synchronous recording；
Soil deformation monitors next time after step 403, immersion: being banketed using the soil deformation monitoring device to be tested
Layer is monitored, and obtains the soil deformation data of fill stratum to be tested at this time, and by the soil deformation of fill stratum to be tested at this time
Data synchronized upload is to upper monitoring terminal and synchronous recording；Meanwhile according to the first of institute each in step 201 displacement sensors
Beginning shift value obtains the accumulative settling amount of each institute's displacement sensors in the soil deformation monitoring device at this time；Each institute
The accumulative settling amount of displacement sensors be at this time displacement sensor shift value detected and the displacement sensor just
Difference between beginning shift value；
Step 404, soil deformation stablize judgement: by soil deformation data obtained in step 403 and last time
Deformation data compares, and each institute's displacement sensors are examined in the soil deformation data obtained in the step 403
Difference in the shift value of survey and the last deformation data between displacement sensor shift value detected no more than
When 0.5mm, illustrate that fill stratum to be tested is in soil deformation stable state at this time, enters step 405；Otherwise, return step
403, soil deformation monitors next time after being soaked；
The last time deformation data is the soil body change obtained when being monitored to fill stratum to be tested the last time
Graphic data；
Step 405, crack of soils are slightly sentenced: according to institute's displacement sensors each in the soil deformation monitoring device at this time
Accumulative settling amount, slightly sentenced to whether there is crack in fill stratum to be tested at this time: when soil deformation monitoring at this time
Difference in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors is small
When 3mm, illustrate that there is no cracks in fill stratum to be tested at this time, enter step five；Otherwise, 406 are entered step；
Step 406, soil layer continue to backfill: continuing to backfill loess on fill stratum to be tested, and by tamping apparatus to institute
It fills out loess to be compacted, obtains the fill stratum to be tested after continuing backfill；And then use water injection equipment to fill stratum to be tested
Interior water filling enters step 402 when the head height of fill stratum to be tested is h0.
The above method, it is characterized in that: process is as follows when being soaked in step 4: it is thick to complete crack of soils in step 405
After sentencing, also need to judge crack of soils domain of the existence；
When judging the crack of soils domain of the existence, the M soil body detection zones are judged respectively；M
The judgment method of a soil body detection zone is all the same；
When judging any one described soil body detection zone, according to the soil deformation monitors at this time in step 405
It is located at the accumulative heavy of two institute's displacement sensors of the soil body detection zone two sides in N number of lateral detection device of device
Drop amount is judged: when two institute's rhemes for being located at the soil body detection zone two sides in each described lateral detection device at this time
When difference between the accumulative settling amount of displacement sensor is respectively less than 3mm, it is judged as in the soil body detection zone that there is no cracks；It is no
Then, it is judged as that the soil body detection zone is crack of soils domain of the existence；
When carrying out soil layer in step 406 and continuing backfill, above the crack of soils domain of the existence judged at this moment
Continue to backfill loess, and filled out loess is compacted by tamping apparatus.
Compared with the prior art, the present invention has the following advantages:
1, used immersion water test equipment it is reasonable in design, processing and it is simple for production, input cost is lower.
2, used immersion water test equipment is embedded easy and easy to use.
3, used immersion water test equipment using effect is good and practical value is high, using multiple along the circumferential direction uniform cloth
If combined type detection device complete detection, combined type detection device position are carried out to the soil deformation of fill stratum to be tested in foundation pit
It is rationally and embedded easy to install meter, and fill stratum to be tested in foundation pit is divided into multiple soil bodys by combined type detection device and is examined
Region is surveyed, each soil body detection zone passes through a combined type detection device and carries out soil deformation detection, can be comprehensively to loess
The collapsibility of fill stratum carries out simplicity, fast and accurately tests.
4, used submerging test method design is rationally, realization is convenient and using effect is good, can banket comprehensively to loess
The collapsibility of layer carries out simplicity, fast and accurately tests, and it can be loess that test process is rigorous, perfect, and reliable test result
Fill stratum construction in later period provides accurate, comprehensive and reliable foundation.Wherein, the collapsibility test result of loess fill stratum is to be measured
The submerging test of fill stratum is tried as a result, and submerging test result is the soil deformation situation and soil deformation of fill stratum to be tested
Relationship between situation and soil water content situation of change and soil water suction situation of change, while can be to fill stratum to be tested
It is monitored in time with the presence or absence of crack.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Detailed description of the invention
Fig. 1 is the use state of immersion water test equipment of the present invention with reference to figure.
Fig. 2 is the layout position illustration of combined type detection device of the present invention.
Fig. 3 is the structural schematic diagram of combined type detection device of the present invention.
Fig. 4 is the schematic block circuit diagram of immersion water test equipment of the present invention.
Fig. 5 is method flow block diagram when carrying out submerging test using the present invention.
Description of symbols:
1-fill stratum to be tested；2-upper monitoring terminals；3-foundation pits；
4-soil moisture sensors；5-displacement sensors；6-temperature sensors；
7-data collectors；8-vertical casings；9-penetration pipes；
10-water-proof CCD cameras；11-sandy gravel filled layers；12-pressure plates；
13-jack；14-horizontal distribution beams；15-heap loadings；
16-loading force detection units；17-vertical support pieces；18-Soil Tensions；
19-installing grooves；20-partitions；21-inner end detection pieces；
22-loess fill foundations；23-combined type detection devices.
Specific embodiment
As shown in Figure 1, Figure 2, Fig. 3 and a kind of loess fill foundation immersion water test equipment shown in Fig. 4, including upper monitoring terminal
2, soil deformation monitoring device and the vertical loading device that from top to bottom fill stratum 1 to be tested is vertically loaded, it is described perpendicular
It is located at right above fill stratum 1 to be tested to loading device；The soil deformation monitoring device includes data collector 7 and M edge
The uniformly distributed combined type detection device 23 in fill stratum 1 to be tested of circumferencial direction, a combined type detection device 23 of M
Structure is all the same；Wherein, M is positive integer and M >=3；The data collector 7 is connect with upper monitoring terminal 2；
The fill stratum to be tested 1 is shape after passing through the layering filling loess into the preparatory foundation pit 3 for excavating formation and tamping
At fill stratum, the foundation pit 3 is from top to bottom to excavate the immersion of formation in loess fill foundation 22 to test pits, and the loess is filled out
Square ground 22 is that the loess fill stratum to be formed is backfilled with loess；The immersion is tested pits as cylindrical vertical foundation pit and a diameter of φ
1.8m~φ 2.5m, the fill stratum 1 to be tested are cylindrical soil layer and its height h1=2.5m~4m, wherein h1 < h2, h2
For the depth soaked and tested pits；
Each combined type detection device 23 includes N number of detection piece being laid on same vertical plane from the bottom to top,
It is a soil monitoring point at each detection piece present position；Wherein, N is positive integer and N >=5；Each detection
Part includes soil moisture sensor 4, one be measured in real time to the soil body moisture content at present position to institute
The Soil Tension 18 that is measured in real time of soil water suction at place position and one are to the vertical displacement value at present position
The displacement sensor 5 being measured in real time, soil moisture sensor 4 described in each detection piece, 18 and of Soil Tension
Displacement sensor 5 is laid on the same soil monitoring point, the soil moisture sensor 4,18 and of Soil Tension
Displacement sensor 5 is connect with data collector 7；
It is located at N number of detection piece on the same water surface in the fill stratum to be tested 1 and forms a lateral detection device,
N number of lateral detection device is provided in the fill stratum to be tested 1 from the bottom to top；
Vertical plane locating for all detection pieces is a soil monitoring face in each combined type detection device 23, described
Fill stratum 1 to be tested is divided into M soil body detection zone, the knot of the M soil body detection zones by the M soil monitoring faces
Structure is all the same, and the cross section of each soil body detection zone is sector.
The structure snd size of the M combined type detection devices 23 are all the same.Also, the M combined type detection devices
All N number of lateral detection devices of detection piece composition in 23, each lateral detection device includes being laid in same water
The M detection pieces in plane.
It is that sealing connects in the present embodiment, between the outer end and its vertical casing 8 connected of the every penetration pipe 9
It connects.
Since soil moisture sensor 4, Soil Tension 18 and displacement sensor 5 are in together in each detection piece
On 1 soil monitoring point, thus according to 5 soil moisture sensor 4, Soil Tension 18 and displacement sensor detection datas, no
It is only capable of obtaining the soil deformation data (i.e. the vertical displacement data detected of displacement sensor 5) of the soil monitoring point, and energy
Sedimentation value (i.e. the vertical displacement detected of the displacement sensor 5) situation of change and the soil body for immediately arriving at the soil monitoring point are supervised
Soil water content (i.e. the soil moisture detected of the soil moisture sensor 4) situation of change of measuring point and the soil monitoring point
Relationship between soil water suction (i.e. the soil water suction detected of Soil Tension 18) situation of change.
And N number of detection piece is laid on the same soil monitoring face in each combined type detection device 23, because
And according to the detection piece data detected N number of in each combined type detection device 23, it can not only show that the soil body is supervised
Soil deformation data (i.e. N number of institute's displacement sensors 5 vertical displacement data detected) on survey face, and can be easy, fast
It is fast, comprehensive, intuitive and accurately show that soil moisture contains in sedimentation value situation of change and the soil monitoring face on the soil monitoring face
Measure the relationship between the soil water suction situation of change on situation of change and the soil monitoring face.Wherein, on the soil monitoring face
Soil deformation data it is consistent with the soil deformation situation of soil body detection zone locating for the soil monitoring face, and the soil monitoring face
On soil water content situation of change and the soil monitoring face locating for soil body detection zone soil water content situation of change
Unanimously, the soil of soil body detection zone locating for the soil water suction situation of change on the soil monitoring face and the soil monitoring face
Water suction force situation of change is consistent.Thus, it can accordingly obtain the soil deformation situation of soil body detection zone locating for the soil monitoring face,
Simultaneously can obtain soil body detection zone locating for the soil monitoring face soil deformation situation and soil water content situation of change and
Relationship between soil water suction situation of change.
In addition, since N number of lateral detection device is provided in fill stratum 1 to be tested from the bottom to top, according to each institute
The M detection piece data detected in lateral detection device are stated, can not only obtain the soil deformation on the transverse direction monitoring surface
Data (the i.e. M vertical displacement data detected of institute's displacement sensors 5), and can be easy, quick, comprehensive, intuitive and quasi-
Really obtain sedimentation value situation of change and soil water content situation of change and soil water suction situation of change on the transverse direction monitoring surface
Between relationship.
As shown in the above, by the immersion water test equipment can soil deformation situation to fill stratum 1 to be tested into
Capable easy, quick, intuitive, comprehensive and accurate detection, and can obtain the soil deformation situation and soil moisture of fill stratum 1 to be tested
Relationship between changes of contents situation and soil water suction situation of change, to be carried out to the collapsibility of fill stratum 1 to be tested fast
Fast, comprehensive and accurate understanding.
Spacing between the soil monitoring face and the foundation pit central axis is 0.4m~0.7m.
In the present embodiment, the spacing between the soil monitoring face and the foundation pit central axis is 0.5m.Practice of construction
When, according to specific needs, the spacing between the soil monitoring face and the foundation pit central axis is adjusted accordingly.
When practice of construction, M=2,3,4,5 or 6.
In the present embodiment, M=2.
In actual use, the value size of M can accordingly be adjusted according to the diameter and specific detection needs of the foundation pit
It is whole.
In the present embodiment, N=7.
When practice of construction, needs can be detected with specific according to the size of h1, the value size of N is adjusted accordingly.
In the present embodiment, the upper monitoring terminal 2 is smart phone or laptop.
In actual use, the upper monitoring terminal 2 can also use other types of controller or host computer, only need energy
Detect upper monitoring requirements.
It is reliable to monitor, the soil moisture sensor 4, Soil Tension 18 and displacement sensor 5 and data collector 7
Between be attached by connecting line.
In the present embodiment, each combined type detection device 23 further includes one and is embedded in 1 outside of fill stratum to be tested
And the penetration pipe 9 that the vertical casing 8 and Duo Gen for supplying the connecting line to pass through supply the connecting line to pass through, the more penetration pipes 9
It is laid from the bottom to top, included detection piece in the quantity of the penetration pipe 9 and each combined type detection device 23
Quantity is identical, and vertical 8 upper end of casing extend out to the outside of testing pits of soaking；The outer end of the every penetration pipe 9 is all connected with
It is N number of for connecting the connecting hole of penetration pipe 9 in being provided with from the bottom to top on the inner sidewall of the vertical casing 8 on vertical casing 8,
It is connected to inside the vertical casing 8 that the every penetration pipe 9 is connect with it；The soil moisture sensor 4, Soil Tension
18 and displacement sensor 5 be respectively positioned on 9 inner end of penetration pipe；
Described in connecting in each detection piece with soil moisture sensor 4, Soil Tension 18 and displacement sensor 5
Connecting line passes through same root penetration pipe 9 and penetrates in vertical casing 8, in each combined type detection device 23 with soil moisture
All connecting lines that sensor 4, Soil Tension 18 and displacement sensor 5 connect are pierced by from the vertical casing 8 of same root.
When practical embedded, the M vertical casings 8 are along the circumferential direction laid and it is in uniformly distributed.
To ensure waterproof effect, the vertical casing 8 and penetration pipe 9 are guard tube.
In the present embodiment, the vertical casing 8 is plastic conduit, and the penetration pipe 9 is hose.Thus, it is practical to thread
It is very easy, and simple processing, using effect are good.
To ensure Data Detection accuracy, all penetration pipes 9 are laid in together in each combined type detection device 23
On one vertical plane.
To meet the detection demand to 1 internal fissure of fill stratum to be tested, each detection piece further includes one to institute
The water-proof CCD camera 10 detected at place position with the presence or absence of crack, the water-proof CCD camera 10 are connect with data collector 7.
In the present embodiment, the water-proof CCD camera 10 is connect by the connecting line with data collector 7, and the waterproof is taken the photograph
As head 10 is located at 9 inner end of penetration pipe；It is passed in the same detection piece with soil moisture sensor 4, Soil Tension 18, displacement
All connecting lines that sensor 5 and water-proof CCD camera 10 connect pass through same root penetration pipe 9 and penetrate in vertical casing 8.Thus, it is real
Border wiring is very easy.
Meanwhile in each combined type detection device 23 at least one described detection piece include one to present position
The temperature sensor 6 that the soil temperature at place is measured in real time, the temperature sensor 6 are connect with data collector 7.
In the present embodiment, the temperature sensor 6 is connect by the connecting line with data collector 7, and the temperature passes
Sensor 6 is located at 9 inner end of penetration pipe；It is passed in the same detection piece with soil moisture sensor 4, Soil Tension 18, displacement
All connecting lines that sensor 5, water-proof CCD camera 10 and temperature sensor 6 connect pass through same root penetration pipe 9 and penetrate vertical set
In pipe 8.
In the present embodiment, the penetration pipe 9 is in horizontal layout.
As shown in the above, the same combined type detection device 23 is only with a vertical casing 8, and same
All detecting elements (including soil moisture sensor 4, Soil Tension 18, displacement sensor 5, waterproof in the detection piece
Camera 10 and temperature sensor 6) it is all made of same root penetration pipe 9, connecting lines all so carry out rationally, effectively summarizing,
Scene threading, wiring and thread-changing are very easy, and carry out data acquisition convenient for the later period, largely facilitate live line
Road management, reduces construction personnel's workload.Meanwhile it is embedded convenient for 23 scene of combined type detection device, all connecting lines are equal
It is arranged in penetration pipe 9 and vertical casing 8, the structure of the combined type detection device (23) after significantly simplifying, it is only necessary to wearing
Spool 9 and vertical casing 8 bury, and considerably reduce the embedded difficulty and embedded workload of a large amount of detecting elements；
At the same time, it can ensure that the accuracy of each detecting element burial place (the i.e. described soil monitoring point).Also, all connecting lines are equal
It is arranged in penetration pipe 9 and vertical casing 8, water-proofing treatment can be effectively carried out, to can ensure that detection effect, it is ensured that each detection member
The waterproof performance and detection effect of part, and the service life of each detecting element can be effectively improved.In addition, the combined type detection dress
It sets 23 and takes out and dismantle out of the soil body very easy, and can be repeated as many times and use, combined type detection can be effectively improved
All transfer efficients of device 23 accelerate the number of turnover, to further save construction cost.
In the present embodiment, each detection piece is the inner end detection piece 21 positioned at 9 inner end of penetration pipe.
In the present embodiment, the side of the fill stratum 1 to be tested has been opened from the top to the bottom M and has examined respectively for the combined type
The installing groove 19 that device 23 is installed is surveyed, the installing groove 19 is from top to bottom in the soil body of 1 side of fill stratum to be tested
Excavate the vertical groove formed.
When practice of construction, the installing groove 19 is the groove that hand excavation is formed, and the installing groove 19 is also referred to as visited
Slot.
For ensure installing groove 19 will not fill stratum 1 to be tested impact, be respectively provided in each installing groove 19
There is a partition 20, the partition 20 is arranged vertically and abuts with the lateral wall of its fill stratum 1 to be tested, passes through partition 20
It will be separated inside fill stratum 1 to be tested and installing groove 19.In the present embodiment, the partition 20 is plank.Also, it is described
N number of through-hole passed through for penetration pipe 9 is from top to bottom provided on partition 20.
In the present embodiment, tiling has one layer of sandy gravel filled layer 11 on the fill stratum 1 to be tested.
The fill stratum to be tested 1 divides for lower part soil layer and the upper soil horizon below the lower part soil layer, under described
Portion's soil layer is identical with the height of the upper soil horizon；
The quantity for being located at the detection piece in the lower part soil layer in each combined type detection device 23 is no less than
Two, the spacing in the lower part soil layer between neighbouring two detection pieces is d1, d1=0.45m~0.55m；It is described
Spacing in upper soil horizon between neighbouring two detection pieces is d2, d2=0.35m~0.45m；The lower part soil layer
In the spacing that is located between the detection piece and lower part soil layer top surface of the top be not more than d1, position in the lower part soil layer
Spacing between the detection piece and lower part soil layer bottom surface of bottom is not more than d1；It is located at most in the upper soil horizon
Spacing between the detection piece of top and the upper soil horizon top surface is not more than d2, is located at bottom in the upper soil horizon
The detection piece and the upper soil horizon bottom surface between spacing be not more than d2.
In the present embodiment, the diameter of the foundation pit (also referred to as testing pits) is φ 2m and its depth is 3.3m.
The d1=0.5m, d2=0.4m.
When practice of construction, according to specific needs, the value size of diameter and depth and d1 and d2 to the foundation pit
It adjusts accordingly respectively.
In the present embodiment, the height h1=3m of the fill stratum 1 to be tested, the upper soil horizon and the lower part soil layer
Height be 1.5m, the sandy gravel filled layer 11 with a thickness of 0.1m.11 top surface of sandy gravel filled layer and the top are cheated
The vertical spacing of top surface is 0.2m.When practice of construction, according to specific needs, to height h1, the sandy gravel of fill stratum 1 to be tested
The thickness of filled layer 11 and 11 top surface of sandy gravel filled layer and the vertical spacing of top hole top surface adjust accordingly.
In the present embodiment, in the lower part soil layer between the detection piece and lower part soil layer bottom surface of bottom
Spacing be 0.1m, the spacing being located in the lower part soil layer between the detection piece and lower part soil layer top surface of the top
For 0.2m, the spacing being located between the detection piece and the upper soil horizon bottom surface of bottom in the upper soil horizon is
0.2m, thus in the lower part soil layer positioned at the top the detection piece with it is described positioned at bottom in the upper soil horizon
Spacing between detection piece is 0.4m.
When practice of construction, according to specific needs, to two inspections neighbouring in the combined type detection device 23
The spacing surveyed between part adjusts accordingly.
In the present embodiment, the vertical loading device includes the pressure plate 12 being laid on sandy gravel filled layer 11, lays
Jack 13 right above pressure plate 12, the horizontal distribution beam 14 being supported on jack 13 and it is laid in horizontal distribution beam 14
On heap loading 15.
Meanwhile immersion water test equipment of the present invention, it further include being carried out in real time to the vertical loading force on pressure plate 12
The loading force detection unit 16 of detection, the loading force detection unit 16 are connect with upper monitoring terminal 2.Logical loading force detection is single
The load force value detected of member 16 is treated the load born on test fill stratum 1 and is determined, and fills out to realize to be tested
The purpose that the actual loading born on soil layer 1 is measured in real time.
In the present embodiment, the pressure plate 12 is in horizontal layout and its horizontal steel plate, and the pressure plate 12 is circular steel plate
And its diameter is less than the diameter for soaking and testing pits.
The vertical loading device further includes two vertical support pieces being respectively supported at below horizontal 14 both ends of distribution beam
17, the vertical support piece 17 is supported on pressure plate 12.
When practice of construction, is first from top to bottom excavated on loess foundation and form the foundation pit, and to the hole bottom of the foundation pit
It is handled, specifically bottom of foundation ditch is tamped using tamping machine (using small-sized tamping machine herein), so that the hole of the foundation pit
Bottom is the Compacted Loess (i.e. collapsible loess) of 3m thickness, and compacting factor is 0.85~0.90；Again using collapsible loess to described
Foundation pit is backfilled, and carries out the pressure of compacting and backfill in backfilling process to backfill using tamping machine (using small-sized tamping machine herein)
Real coefficient (compacting factor of fill stratum 1 i.e. to be tested) is 0.85~0.90, obtains the fill stratum to be tested 1 of construction molding.
In the present embodiment, before backfilling to the foundation pit, also installing groove 19 need to be excavated in the foundation pit side, and
The foundation pit and installing groove 19 are separated by partition 20.And then the foundation pit is carried out using collapsible loess
It backfills, when being tamped using small-sized tamping machine to backfill in backfilling process, due to being provided with partition 20, thus can ensure that be measured
Try the compactness at each position of fill stratum 1.
Since the height of the combined type detection device 23 is higher, actual installation is inconvenient, and installation difficulty is high, passes through institute
State installing groove 19 can installation process easy, that the combined type detection device 23 is rapidly completed, and work progress safety, can
It leans on.
After the completion of the fill stratum to be tested 1 is constructed, multiple combined type detection devices 23 are buried respectively.Its
In, when burying any one described combined type detection device 23, multiple confessions first are dug out on the side wall of fill stratum 1 to be tested
What penetration pipe 9 and the detection piece were installed is horizontally mounted hole, then the combined type detection device 23 installed is put into installing groove
In 19, and by inner end with each penetration pipe 9 of detection piece be mounted respectively to it is described be horizontally mounted in hole, complete the combined type detection
The installation process of device 23.It can effectively ensure the burial place accuracy of each detection piece using such installation method, reduce even
Avoid the influence caused by each detection piece burial place of compacting process.Multiple combined type detection devices 23 are embedded to be completed
Afterwards, the soil deformation monitoring device is obtained.
It, can also be to each installing groove 19 after the completion of multiple combined type detection devices 23 are embedded when practice of construction
It is backfilled respectively, used backfill is identical as backfill used by fill stratum 1 to be tested, and will be to each installing groove
19 backfills backfilled carry out compacting and compacting factor is identical as the compacting factor of fill stratum 1 to be tested.
In the present embodiment, side wall of the installing groove 19 close to 1 side of fill stratum to be tested is arranged vertically, described
Installing groove 19 far from 1 side of fill stratum to be tested side wall be it is step-like, not only installing groove 19 excavates simplicity in this way, and
Molding 19 stable structure of installing groove is excavated, while the upper width of installing groove 19 is greater than its bottom width.
A kind of loess fill stratum submerging test method as shown in Figure 5, comprising the following steps:
Step 1: soil layer backfill and combined type detection device 23 are embedded: to being excavated in the molding immersion tests pits in advance
Loess is backfilled, and filled out loess is compacted by tamping apparatus, until the compacting factor of filled out loess meets design requirement,
Obtain the fill stratum to be tested 1 that backfill is completed；Meanwhile the M combined type detection devices are buried in fill stratum 1 to be tested
23, obtain the soil deformation monitoring device；
Step 2: immersion preceding soil deformation monitoring: using soil deformation monitoring device described in step 1 by elder generation to rear right
Fill stratum 1 to be tested is repeatedly monitored, and stablizes shape to whether fill stratum 1 to be tested is in soil deformation according to monitoring result
State is judged；The soil deformation monitoring device is all the same to the multiple monitoring method of fill stratum 1 to be tested, adjacent to supervise twice
Survey time interval is t1, wherein t1=10min~20min；
When being monitored using soil deformation monitoring device described in step 1 to fill stratum 1 to be tested, process is as follows:
Step 201, soak before the monitoring of first time soil deformation: after the completion of fill stratum 1 to be tested described in step 1 backfills,
Fill stratum 1 to be tested is monitored using the soil deformation monitoring device, the soil body for obtaining fill stratum 1 to be tested at this time becomes
Graphic data, while by the soil deformation data synchronized upload of fill stratum 1 to be tested at this time to upper monitoring terminal 2 and synchronizing note
Record；
The soil deformation data are examined including all soil moisture sensors 4 in the soil deformation monitoring device at this time
Soil water content value, the soil water suction value detected of all Soil Tensions 18 and all displacement sensors 5 of survey are examined
The shift value of survey；At this point, each institute's displacement sensors 5 shift value detected is the initial displacement of the displacement sensor 5
Value；
Soil deformation monitors next time before step 202, immersion: being banketed using the soil deformation monitoring device to be tested
Layer 1 is monitored, and obtains the soil deformation data of fill stratum 1 to be tested at this time, and the soil body of fill stratum 1 to be tested at this time is become
Graphic data synchronized upload is to upper monitoring terminal 2 and synchronous recording；Meanwhile according to institute each in step 201 displacement sensors 5
Initial displacement value, obtain the accumulative settling amount of each institute's displacement sensors 5 in the soil deformation monitoring device at this time；Often
The accumulative settling amount of a institute's displacement sensors 5 is the shift value detected of displacement sensor 5 and the displacement sensing at this time
Difference between the initial displacement value of device 5；
Step 203, soil deformation stablize judgement: by soil deformation data obtained in step 202 and last time
Deformation data compares, and each institute's displacement sensors 5 are examined in the soil deformation data obtained in the step 202
Difference in the shift value of survey and the last deformation data between the shift value detected of displacement sensor 5 no more than
When 0.5mm, illustrate that fill stratum 1 to be tested is in soil deformation stable state at this time, enters step 204；Otherwise, return step
202, soil deformation monitors next time before being soaked；
The last time deformation data is the soil body change obtained when being monitored to fill stratum 1 to be tested the last time
Graphic data；Wherein, the soil deformation data obtained in step 202 are this deformation data, the last deformation number
The soil deformation obtained is monitored to fill stratum 1 to be tested using the soil deformation monitoring device according to for the last time
Data, thus t1 is divided between the last deformation data and the detection time of this deformation data；
Step 204, crack of soils are slightly sentenced: according to institute's displacement sensors each in the soil deformation monitoring device at this time
5 accumulative settling amount, slightly sentenced to whether there is crack in fill stratum 1 to be tested at this time: when at this time, the soil deformation is supervised
The difference surveyed in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors 5 is equal
When less than 3mm, illustrate that there is no cracks in fill stratum 1 to be tested at this time, enter step four；Otherwise, three are entered step；
Step 3: soil layer continues to backfill: continuing to backfill loess on fill stratum 1 to be tested, and by tamping apparatus to institute
It fills out loess to be compacted, obtains the fill stratum to be tested 1 after continuing backfill；Later, two are entered step；
Step 4: immersion: being filled the water using water injection equipment into fill stratum 1 to be tested, until completing fill stratum 1 to be tested
Immersion process；
Step 5: load: being added by elder generation to rear point of multistage to fill stratum 1 to be tested using the vertical loading device
It carries, is all made of the soil deformation monitoring device after every level-one load and soil deformation monitoring and institute are carried out to fill stratum 1 to be tested
The monitoring method of use is all the same；
When carrying out any level load to fill stratum 1 to be tested using the vertical loading device, it is all made of institute in step 1
It states soil deformation monitoring device and fill stratum 1 to be tested is repeatedly monitored to rear by elder generation；The soil deformation monitoring device pair
The multiple monitoring method of fill stratum 1 to be tested is all the same, is divided into t2 between adjacent monitoring time twice, wherein t2=25min~
35min；
When carrying out any level load to fill stratum 1 to be tested using the vertical loading device, process is as follows:
Step 501, load: fill stratum 1 to be tested is loaded using the vertical loading device；
First time soil deformation monitors after step 502, load: being banketed using the soil deformation monitoring device to be tested
Layer 1 is monitored, and obtains the soil deformation data of fill stratum 1 to be tested at this time, while by the soil body of fill stratum 1 to be tested at this time
Deformation data synchronized upload is to upper monitoring terminal 2 and synchronous recording；
Soil deformation monitors next time after step 503, load: being banketed using the soil deformation monitoring device to be tested
Layer 1 is monitored, and obtains the soil deformation data of fill stratum 1 to be tested at this time, and the soil body of fill stratum 1 to be tested at this time is become
Graphic data synchronized upload is to upper monitoring terminal 2 and synchronous recording；Meanwhile according to institute each in step 201 displacement sensors 5
Initial displacement value, obtain the accumulative settling amount of each institute's displacement sensors 5 in the soil deformation monitoring device at this time；Often
The accumulative settling amount of a institute's displacement sensors 5 is the shift value detected of displacement sensor 5 and the displacement sensing at this time
Difference between the initial displacement value of device 5；
Step 504, soil body stability are slightly sentenced: according to each displacement sensing in the soil deformation monitoring device at this time
The accumulative settling amount of device 5 judges whether fill stratum 1 to be tested is stable at this time: when at this time, the soil deformation monitoring is filled
The difference in the lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors 5 each of is set to be respectively less than
When 3mm, illustrate that fill stratum 1 to be tested is in stable state at this time, enters step 505；Otherwise, illustrate fill stratum to be tested at this time
1 is in instability status, completes the submerging test process of fill stratum 1 to be tested；
Judgement is completed in step 505, load: whether judgement completes whole loading procedures of fill stratum 1 to be tested at this time, when sentencing
It is disconnected when obtaining the whole loading procedures for completing fill stratum 1 to be tested at this time, complete the submerging test process of fill stratum 1 to be tested；
Otherwise, 506 are entered step；
Step 506, next stage load: according to method described in step 501 to step 504, to fill stratum 1 to be tested into
The load of row next stage.
After completing load in step 5, submerging test result is obtained；The submerging test result includes the soil deformation
Monitoring device soil deformation data obtained when being monitored every time to fill stratum 1 to be tested.
When two neighboring institute in each of described soil deformation monitoring device lateral detection device at this time in step 504
When difference between the accumulative settling amount of displacement sensors 5 is respectively less than 3mm, fill stratum 1 to be tested can be held after being judged as immersion
By the load loaded in step 501 to fill stratum 1 to be tested；Otherwise, fill stratum 1 to be tested cannot be held after being judged as immersion
By the load loaded in step 501 to fill stratum 1 to be tested.Thus, using the present invention can directly, accurately obtain immersion after
The loads at different levels that fill stratum 1 to be tested can bear, and the maximum that fill stratum 1 to be tested after immersion can bear can be directly obtained
Load.
In the present embodiment, t1=15min described in step 2, t2=30min described in step 5.Actual tests
When, according to specific needs, the value size of t1 and t2 is adjusted accordingly respectively.
It as shown in the above, can be to fill stratum to be tested after preceding and immersion of soaking using test method of the present invention
1 soil deformation situation carries out easy, quick, comprehensive and accurate measurements；Simultaneously before immersion, filled out to rear to be tested by elder generation
Soil layer 1 carries out multiple soil deformation monitoring, all in accordance with the soil deformation monitoring device after progress soil deformation monitoring each time
Testing result (the accumulative settling amounts of each institute's displacement sensors 5 in the specifically described soil deformation monitoring device), to this
When whether stable fill stratum 1 to be tested progress be easy, fast and accurately judges, and result judgement is slightly sentenced according to soil body stability
Whether fill stratum 1 to be tested reaches the soil stabilization state after immersion at this time: only when judgement obtains fill stratum 1 to be tested at this time
It when in stable state, just enters step 204 carry out crack of soils and slightly sentences, main reason is that there was only fill stratum to be tested at this time
1 when being in stable state, just illustrates in stable state before fill stratum 1 to be tested soaks, to be tested before illustrating immersion at this time
Fill stratum 1 can be carried out immersion and bear to load, and carries out immersion at this time and is only effectively with load, immersion loading test result is only
Have effectively, just there is reference value；Otherwise, when fill stratum 1 to be tested is in instability status at this time, then without soaking
With load, fill stratum 1 to be tested unbearable load at all at this time, and loading test result of soaking be also it is invalid, can have
Effect reduces manpower and material resources investment.
The design of soil deformation stabilization judgment method employed in step 203 is rationally, realization is convenient and judging result is accurate,
Easy, quickly it can judge whether fill stratum 1 to be tested before immersion is in stable state.
In addition, when showing that fill stratum 1 to be tested is in stable state after soil deformation in step 203 stablizes judgement, also
204 carry out crack of soils need to be entered step slightly to sentence, and fill stratum 1 to be tested is in stable state and to be measured at this time before soaking
When trying that crack is not present in fill stratum 1, just fill stratum 1 to be tested is in real stable state to explanation at this time；Otherwise, work as step
Soil deformation show that fill stratum 1 to be tested is in stable state after stablizing judgement in 203, but step 204 progress crack of soils is thick
Sentence and show that there are when crack, illustrate that fill stratum 1 to be tested only exists in temporary stabilization shape at this time in fill stratum 1 to be tested at this time
State, existing crack, which continues to develop, will necessarily make fill stratum 1 to be tested be again at instability status, later could be to be tested
Fill stratum 1 is soaked and is loaded, and the immersion loading test carried out at this time is only the test result ability effectively obtained
With reference value；Otherwise, show that there are cracks in fill stratum 1 to be tested at this time when slightly sentencing through crack of soils in step 204
When, it also needs that fill stratum 1 to be tested is continued to backfill, is not deposited in fill stratum 1 to be tested until slightly sentencing through crack of soils and obtaining
In crack, it is avoided that the immersion loading test (i.e. submerging test) carried out to unstable fill stratum in this way, reduces manpower and material resources and throws
Enter, while the immersion loading test result of unstable fill stratum does not have reference value, and the carrying of unstable fill stratum yet
Power and sedimentation result can not meet actual bearer demand, and unstable fill stratum is unable to practical application, without any utilization and ginseng
Examine value.The compacting factor (also referred to as compactness) of fill stratum 1 to be tested is further adjusted by continuing to backfill, and energy
Compacting factor when fill stratum 1 to be tested is in stable state is accordingly obtained, to be 1 subsequent applications process of fill stratum to be tested
In compacting factor accurate, reliable basis is provided, later period pair loess fill foundation 22 identical with 1 soil property of fill stratum to be tested into
When row backfill, compacting factor when compacting factor is in stable state with obtained fill stratum 1 to be tested is identical, can also protect in this way
The stability of the loess fill foundation 22 is demonstrate,proved, thus practical application value is very big.In the present embodiment, the foundation pit and to be tested
Fill stratum 1 is respectively positioned in loess fill foundation 22.
In the present embodiment, the loess fill foundation 22 is collapsible loess foundation.Thus, the loess fill foundation 22
To backfill the ground to be formed using collapsible loess foundation.
Correspondingly, the foundation pit 3 is from top to bottom to excavate the immersion of formation in loess fill foundation 22 to test pits, it is described to
Test fill stratum 1 is to pass through the layering filling collapsible loess into the preparatory foundation pit 3 for excavating and being formed and what is formed after tamping bankets
Layer, and the collapsible loess inserted is identical as collapsible loess used by loess fill foundation 22.
Crack of soils employed in step 204 slightly sentences method reasonable, realization novel in design conveniently and judging result is accurate,
Easy, quickly fill stratum 1 to be tested can be judged with the presence or absence of crack.
In addition, fill stratum 1 to be tested is carried out in loading procedure by elder generation to rear point of multistage using the vertical loading device,
After every level-one load, the soil body before immersion with fill stratum 1 to be tested after immersion can be become using test method of the present invention
Shape situation carries out easy, quick, comprehensive and accurate measurements.
Also, after every level-one load, according to the testing result of the soil deformation monitoring device, (the specifically described soil body becomes
The accumulative settling amount of each institute's displacement sensors 5 in shape monitoring device), energy is easy, fast and accurately fills out to be tested at this time
Whether soil layer 1 is stable to be judged, and is slightly sentenced result according to soil body stability and judged whether to need to carry out next stage load: only
Have when judgement show that fill stratum 1 to be tested is in stable state at this time, just enters step 506 carry out next stage loads, mainly
When reason is that fill stratum 1 to be tested be in stable state after only the same level load, just illustrate that fill stratum 1 to be tested can be born
Grade load, just it is necessary to carry out next stage load；Otherwise, without carrying out next stage load, manpower and material resources investment can be effectively reduced,
And submerging test result just has reference value.
Reasonable, realization that method of soil body stability employed in step 504 slightly sentencing designs is conveniently and judging result is accurate, energy
Simplicity quickly judges whether fill stratum 1 to be tested after the same level load is in stable state.
When being loaded by elder generation to rear point of multistage to fill stratum 1 to be tested in step 5 using the vertical loading device,
Power is recorded to be gradually increased from front to back.Fill stratum 1 to be tested is loaded using the vertical loading device in step 501
When, the load that is loaded is 15kPa~25kPa, wherein the load loaded be acted on using the vertical loading device to
Test the area load on fill stratum 1, i.e. vertical active force on unit area (i.e. every square metre).It is carried out in step 506 next
When grade load, the big 15kPa~25kPa of load that this loading ratio upper level loaded is loaded.
In the present embodiment, when being loaded using the vertical loading device to fill stratum 1 to be tested in step 501, institute
The load of load is 20kPa；When carrying out next stage load in step 506, what this loading ratio upper level loaded was loaded
The big 20kPa of load.
In the present embodiment, and to avoid damaging fill stratum 1 to be tested in vertical loading procedure convenient for load,
After the completion of fill stratum 1 to be tested described in step 1 backfills, it need to also tile one layer of sandy gravel filled layer in fill stratum 1 to be tested
11。
In the present embodiment, after completion crack of soils is slightly sentenced in step 204, also need to sentence crack of soils domain of the existence
It is disconnected；
When judging the crack of soils domain of the existence, the M soil body detection zones are judged respectively；M
The judgment method of a soil body detection zone is all the same；
When judging any one described soil body detection zone, according to the soil deformation monitors at this time in step 204
It is located at the accumulative of two institute's displacement sensors 5 of the soil body detection zone two sides in N number of lateral detection device of device
Settling amount is judged: being located at described in two of the soil body detection zone two sides when in each described lateral detection device at this time
When difference between the accumulative settling amount of displacement sensor 5 is respectively less than 3mm, it is judged as in the soil body detection zone that there is no split
Seam；Otherwise, it is judged as that the soil body detection zone is crack of soils domain of the existence；
When carrying out soil layer in step 3 and continuing backfill, above the crack of soils domain of the existence judged at this moment after
Continuous backfill loess, and filled out loess is compacted by tamping apparatus.
After judging crack of soils domain of the existence, can directly, it is easy, fast and accurately find out the crack of soils and deposit
When progress soil layer continues backfill in region, step 3, only the crack of soils domain of the existence need to be continued to backfill loess and rammed
Reality, thus energy is easy, fast and accurately finds out unstable region and carries out backfill processing, effectively save manpower and material resources are thrown
Enter, and save the duration, while can effectively change the unstable state of fill stratum 1 to be tested, practical value is high.
In the present embodiment, each detection piece further includes one and detects at present position with the presence or absence of crack
Water-proof CCD camera 10, the water-proof CCD camera 10 connect with data collector 7；
After completion crack of soils is slightly sentenced in step 204, also need to take the photograph using each waterproof in the soil deformation monitoring device
Video acquisition is carried out respectively as first 10, and by video information synchronous driving collected to upper monitoring terminal 2.
In actual use, each water-proof CCD camera 10 video information collected is shown by upper monitoring terminal 2,
Just can be easy, quick and intuitively recognize that the crack situation of each soil monitoring point side is accurately understood.
When being soaked in step 4, when the head height of fill stratum 1 to be tested is h0, fill stratum 1 to be tested is completed
Immersion process；Wherein, h0 is retained between the water surface of water by 1 upper surface of fill stratum to be tested to 1 top of fill stratum to be tested
Height, h0=20cm~30cm；
It is carried out in loading procedure in step 5, the head height of fill stratum 1 to be tested is h0.
In the present embodiment, h0=20cm.
When practice of construction, according to specific needs, the value size of h0 is adjusted accordingly respectively.
In the present embodiment, when being soaked in step 4, process is as follows:
Step 401, immersion: it is filled the water using water injection equipment into fill stratum 1 to be tested, when the head of fill stratum 1 to be tested
When height is h0,402 are entered step；
First time soil deformation monitors after step 402, immersion: after the completion of fill stratum 1 to be tested described in step 1 backfills,
Fill stratum 1 to be tested is monitored using the soil deformation monitoring device, the soil body for obtaining fill stratum 1 to be tested at this time becomes
Graphic data, while by the soil deformation data synchronized upload of fill stratum 1 to be tested at this time to upper monitoring terminal 2 and synchronizing note
Record；
Soil deformation monitors next time after step 403, immersion: being banketed using the soil deformation monitoring device to be tested
Layer 1 is monitored, and obtains the soil deformation data of fill stratum 1 to be tested at this time, and the soil body of fill stratum 1 to be tested at this time is become
Graphic data synchronized upload is to upper monitoring terminal 2 and synchronous recording；Meanwhile according to institute each in step 201 displacement sensors 5
Initial displacement value, obtain the accumulative settling amount of each institute's displacement sensors 5 in the soil deformation monitoring device at this time；Often
The accumulative settling amount of a institute's displacement sensors 5 is the shift value detected of displacement sensor 5 and the displacement sensing at this time
Difference between the initial displacement value of device 5；
Step 404, soil deformation stablize judgement: by soil deformation data obtained in step 403 and last time
Deformation data compares, and each institute's displacement sensors 5 are examined in the soil deformation data obtained in the step 403
Difference in the shift value of survey and the last deformation data between the shift value detected of displacement sensor 5 no more than
When 0.5mm, illustrate that fill stratum 1 to be tested is in soil deformation stable state at this time, enters step 405；Otherwise, return step
403, soil deformation monitors next time after being soaked；
The last time deformation data is the soil body change obtained when being monitored to fill stratum 1 to be tested the last time
Graphic data；
Step 405, crack of soils are slightly sentenced: according to institute's displacement sensors each in the soil deformation monitoring device at this time
5 accumulative settling amount, slightly sentenced to whether there is crack in fill stratum 1 to be tested at this time: when at this time, the soil deformation is supervised
The difference surveyed in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors 5 is equal
When less than 3mm, illustrate that there is no cracks in fill stratum 1 to be tested at this time, enter step five；Otherwise, 406 are entered step；
Step 406, soil layer continue to backfill: continuing to backfill loess on fill stratum 1 to be tested, and by tamping apparatus to institute
It fills out loess to be compacted, obtains the fill stratum to be tested 1 after continuing backfill；And then it is banketed using water injection equipment to be tested
Water filling in layer 1 enters step 402 when the head height of fill stratum 1 to be tested is h0.
It, and from front to back several times can be right using the vertical loading device after being soaked in step 4 and before loading
The soil deformation situation of fill stratum 1 to be tested carries out easy, quickly, comprehensively and accurate measurements during immersion.Also, after soaking
In addition to the monitoring of first time soil deformation, all in accordance with the soil deformation monitoring device after progress soil deformation monitoring each time
Testing result (the accumulative settling amounts of each institute's displacement sensors 5 in the specifically described soil deformation monitoring device), at this time
Whether stable fill stratum 1 to be tested progress be easy, fast and accurately judges, and slightly sentences result according to soil body stability and judge this
When fill stratum 1 to be tested whether reach the soil stabilization state after immersion: only when judgement obtains at fill stratum 1 to be tested at this time
It when stable state, just enters step 405 carry out crack of soils and slightly sentences, main reason is that there was only fill stratum 1 to be tested at this time
When in stable state, just illustrate after fill stratum 1 to be tested soaks in stable state, to be tested after illustrating immersion at this time is filled out
Soil layer 1 can bear load, carry out load at this time and be only effectively, and immersion loading test result has been only effectively, just has ginseng
Examine value；Otherwise, it when fill stratum 1 to be tested is in instability status at this time, then is not necessarily to be loaded, at this time fill stratum to be tested
1 unbearable load at all, and loading test result of soaking be also it is invalid, can effectively reduce manpower and material resources investment.
The design of soil deformation stabilization judgment method employed in step 404 is rationally, realization is convenient and judging result is accurate,
Easy, quickly it can judge whether fill stratum 1 to be tested after the same level load is in stable state.
In addition, when showing that fill stratum 1 to be tested is in stable state after soil deformation in step 404 stablizes judgement, also
405 carry out crack of soils need to be entered step slightly to sentence, and fill stratum 1 to be tested is in stable state and to be measured at this time after immersion
When trying that crack is not present in fill stratum 1, just fill stratum 1 to be tested is in real stable state to explanation at this time；Otherwise, work as step
Soil deformation show that fill stratum 1 to be tested is in stable state after stablizing judgement in 404, but step 405 progress crack of soils is thick
Sentence and show that there are when crack, illustrate that fill stratum 1 to be tested only exists in temporary stabilization shape at this time in fill stratum 1 to be tested at this time
State, existing crack, which continues to develop, will necessarily make fill stratum 1 to be tested be again at instability status, later could be to be tested
Fill stratum 1 is loaded, and the immersion loading test carried out at this time, which is only the test result effectively obtained, could have ginseng
Examine value；Otherwise, it obtains in fill stratum 1 to be tested at this time there are when crack when slightly sentencing through crack of soils in step 405, also needs
Fill stratum 1 to be tested is continued to backfill, crack is not present in fill stratum 1 to be tested until slightly sentencing through crack of soils and obtaining,
It is avoided that the immersion loading test (i.e. submerging test) carried out to unstable fill stratum in this way, reduces manpower and material resources investment, simultaneously
The immersion loading test result of unstable fill stratum does not have reference value, and the bearing capacity of unstable fill stratum and sedimentation yet
As a result it can not meet actual bearer demand, unstable fill stratum is unable to practical application, without any utilization and reference value.It is logical
It crosses to continue to backfill and the compacting factor (also referred to as compactness) of fill stratum 1 to be tested is further adjusted, and can accordingly obtain
Fill stratum 1 to be tested is in compacting factor when stable state, thus for the compacting during 1 subsequent applications of fill stratum to be tested
Coefficient provides accurate, reliable basis, and the later period pair, loess fill foundation 22 identical with 1 soil property of fill stratum to be tested backfilled
When, compacting factor when compacting factor is in stable state with obtained fill stratum 1 to be tested is identical, also can guarantee the Huang in this way
The stability of native fill foundation 22, thus practical application value is very big.
Crack of soils employed in step 405 slightly sentences method reasonable, realization novel in design conveniently and judging result is accurate,
Easy, quickly fill stratum 1 to be tested can be judged with the presence or absence of crack.
In the present embodiment, when being soaked in step 4, process is as follows: after completion crack of soils is slightly sentenced in step 405, also
Crack of soils domain of the existence need to be judged；
When judging the crack of soils domain of the existence, the M soil body detection zones are judged respectively；M
The judgment method of a soil body detection zone is all the same；
When judging any one described soil body detection zone, according to the soil deformation monitors at this time in step 405
It is located at the accumulative of two institute's displacement sensors 5 of the soil body detection zone two sides in N number of lateral detection device of device
Settling amount is judged: being located at described in two of the soil body detection zone two sides when in each described lateral detection device at this time
When difference between the accumulative settling amount of displacement sensor 5 is respectively less than 3mm, it is judged as in the soil body detection zone that there is no split
Seam；Otherwise, it is judged as that the soil body detection zone is crack of soils domain of the existence；
When carrying out soil layer in step 406 and continuing backfill, above the crack of soils domain of the existence judged at this moment
Continue to backfill loess, and filled out loess is compacted by tamping apparatus.
After judging crack of soils domain of the existence, can directly, it is easy, fast and accurately find out the crack of soils and deposit
In region, when progress soil layer continues backfill in step 406, only the crack of soils domain of the existence need to be continued to backfill loess and rammed
Reality, thus energy is easy, fast and accurately finds out unstable region and carries out backfill processing, effectively save manpower and material resources are thrown
Enter, and save the duration, while can effectively change the unstable state of fill stratum 1 to be tested, practical value is high.
In the present embodiment, after completion crack of soils is slightly sentenced in step 405, also need using in the soil deformation monitoring device
Each water-proof CCD camera 10 carry out video acquisition respectively, and by video information synchronous driving collected to upper monitoring terminal 2.
When practice of construction, the upper surface of the sandy gravel filled layer 11 and the immersion are tested pits between vertical between upper surface
Away from not less than h0.
In the present embodiment, the upper surface of the sandy gravel filled layer 11 and the immersion are tested pits between vertical between upper surface
Away from for h0.
The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention
Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention
In the protection scope of art scheme.
Claims (10)
1. a kind of loess fill foundation immersion water test equipment, it is characterised in that: supervised including upper monitoring terminal (2), soil deformation
The vertical loading device surveyed device and from top to bottom fill stratum to be tested (1) is vertically loaded, the vertical loading device
Right above fill stratum to be tested (1)；The soil deformation monitoring device includes that data collector (7) and M are circumferentially square
To the uniformly distributed combined type detection device (23) in fill stratum to be tested (1), a combined type detection device (23) of M
Structure is all the same；Wherein, M is positive integer and M >=3；The data collector (7) connect with upper monitoring terminal (2)；
The fill stratum to be tested (1) is shape after passing through the layering filling loess into the preparatory foundation pit (3) for excavating formation and tamping
At fill stratum, the foundation pit (3) is from top to bottom to excavate the immersion formed in the loess fill foundation (22) to test pits, the Huang
Native fill foundation (22) is that the loess fill stratum to be formed is backfilled with loess；The immersion is tested pits as cylindrical vertical foundation pit and it is straight
Diameter is φ 1.8m~φ 2.5m, and the fill stratum (1) to be tested is cylindrical soil layer and its height h1=2.5m~4m, wherein h1
< h2, h2 are the depth soaked and tested pits；
Each combined type detection device (23) includes N number of detection piece being laid on same vertical plane from the bottom to top, often
It is a soil monitoring point at a detection piece present position；Wherein, N is positive integer and N >=5；Each detection piece
Including a soil moisture sensor (4) being measured in real time to the soil body moisture content at present position, one to institute
The Soil Tension (18) that is measured in real time of soil water suction at place position and one are to the vertical displacement at present position
The displacement sensor (5) that value is measured in real time, soil moisture sensor (4), soil tension described in each detection piece
Meter (18) and displacement sensor (5) are laid on the same soil monitoring point, the soil moisture sensor (4), soil
Earth tensometer (18) and displacement sensor (5) are connect with data collector (7)；
It is located at N number of detection piece on the same water surface in the fill stratum to be tested (1) and forms a lateral detection device, institute
It states and is provided with N number of lateral detection device in fill stratum to be tested (1) from the bottom to top；
In each combined type detection device (23) vertical plane locating for all detection pieces be a soil monitoring face, it is described to
Test fill stratum (1) is divided into M soil body detection zone, the knot of the M soil body detection zones by the M soil monitoring faces
Structure is all the same, and the cross section of each soil body detection zone is sector.
2. a kind of loess fill foundation immersion water test equipment described in accordance with the claim 1, it is characterised in that: the upper monitoring
Terminal (2) is smart phone or laptop；
It include one at least one described detection piece in each combined type detection device (23) to the soil at present position
The temperature sensor (6) that temperature is measured in real time, the temperature sensor (6) connect with data collector (7).
3. a kind of loess fill foundation immersion water test equipment according to claim 1 or 2, it is characterised in that: the soil
Between moisture transducer (4), Soil Tension (18) and displacement sensor (5) and data collector (7) by connecting line into
Row connection；
Each combined type detection device (23) further includes one and is embedded on the outside of fill stratum to be tested (1) and supplies the connection
Vertical casing (8) that line passes through and the more penetration pipes (9) passed through for the connecting line, the more penetration pipes (9) by down toward
On laid, the number of included detection piece in the quantity of the penetration pipe (9) and each combined type detection device (23)
Measure it is identical, vertical casing (8) upper end extend out to it is described immersion test pits outside；The outer end of the every penetration pipe (9) connects
It is connected on vertical casing (8), is provided with from the bottom to top on the inner sidewall of the vertical casing (8) N number of for connecting penetration pipe (9)
Connecting hole, the internal connection of the vertical casing (8) that the every penetration pipe (9) is connect with it；The soil moisture sensor
(4), Soil Tension (18) and displacement sensor (5) are respectively positioned on penetration pipe (9) inner end；
The institute being connect in each detection piece with soil moisture sensor (4), Soil Tension (18) and displacement sensor (5)
State connecting line and pass through same root penetration pipe (9) and penetrate in vertical casing (8), in each combined type detection device (23) with
All connecting lines of soil moisture sensor (4), Soil Tension (18) and displacement sensor (5) connection are vertical from same root
Casing (8) is pierced by.
4. a kind of loess fill foundation immersion water test equipment described in accordance with the claim 3, it is characterised in that: each detection
Part further includes one to the water-proof CCD camera (10) detected at present position with the presence or absence of crack, the water-proof CCD camera
(10) it is connect with data collector (7).
5. a kind of loess fill foundation immersion water test equipment according to claim 4, it is characterised in that: the waterproof camera shooting
Head (10) is connect by the connecting line with data collector (7), and the water-proof CCD camera (10) is located at penetration pipe (9) inner end；
It is imaged in the same detection piece with soil moisture sensor (4), Soil Tension (18), displacement sensor (5) and waterproof
All connecting lines of head (10) connection pass through same root penetration pipe (9) and penetrate in vertical casing (8).
6. a kind of method that submerging test is carried out to loess fill foundation using immersion water test equipment as described in claim 1,
It is characterized in that: method includes the following steps:
Step 1: soil layer backfill and combined type detection device are embedded: testing pits interior backfill Huang to the molding immersion is excavated in advance
Soil, and filled out loess is compacted by tamping apparatus, until the compacting factor of filled out loess meets design requirement, returned
The fill stratum to be tested (1) completed；Meanwhile the M combined type detection devices are buried in fill stratum to be tested (1)
(23), the soil deformation monitoring device is obtained；
Step 2: immersion preceding soil deformation monitoring: use soil deformation monitoring device described in step 1 by elder generation to rear to be measured
Examination fill stratum (1) is repeatedly monitored, and stablizes shape to whether fill stratum to be tested (1) is in soil deformation according to monitoring result
State is judged；The soil deformation monitoring device is all the same to the multiple monitoring method of fill stratum to be tested (1), it is adjacent twice
T1 is divided between monitoring time, wherein t1=10min~20min；
When being monitored using soil deformation monitoring device described in step 1 to fill stratum to be tested (1), process is as follows:
Step 201, soak before the monitoring of first time soil deformation: after the completion of the backfill of fill stratum (1) to be tested described in step 1, adopt
Fill stratum to be tested (1) is monitored with the soil deformation monitoring device, obtains the soil body of fill stratum (1) to be tested at this time
Deformation data, at the same will fill stratum (1) to be tested at this time soil deformation data synchronized upload to upper monitoring terminal (2) and same
Step record；
The soil deformation data are detected including all soil moisture sensors (4) in the soil deformation monitoring device at this time
Soil water content value, all Soil Tensions (18) soil water suction value detected and all displacement sensors (5) institute
The shift value of detection；At this point, each institute's displacement sensors (5) shift value detected is the first of the displacement sensor (5)
Beginning shift value；
Soil deformation monitors next time before step 202, immersion: using the soil deformation monitoring device to fill stratum to be tested
(1) be monitored, obtain the soil deformation data of fill stratum (1) to be tested at this time, and will fill stratum (1) to be tested at this time soil
Body deformation data synchronized upload is to upper monitoring terminal (2) and synchronous recording；Meanwhile according to the displacement each in step 201
The initial displacement value of sensor (5), obtain at this time in the soil deformation monitoring device each institute's displacement sensors (5) it is tired
Count settling amount；The accumulative settling amount of each institute's displacement sensors (5) is displacement sensor (5) displacement detected at this time
Difference between value and the initial displacement value of the displacement sensor (5)；
Step 203, soil deformation stablize judgement: by soil deformation data obtained in step 202 and last deformation
Data compare, and each institute's displacement sensors (5) are detected in the soil deformation data obtained in the step 202
Shift value and the last deformation data in difference between displacement sensor (5) shift value detected no more than
When 0.5mm, illustrate that fill stratum (1) to be tested is in soil deformation stable state at this time, enters step 204；Otherwise, return step
202, soil deformation monitors next time before being soaked；
The last time deformation data is the soil deformation obtained when being monitored to fill stratum to be tested (1) last time
Data；
Step 204, crack of soils are slightly sentenced: according to institute's displacement sensors (5) each in the soil deformation monitoring device at this time
Accumulative settling amount, slightly sentenced in fill stratum (1) to be tested at this time with the presence or absence of crack: when the soil deformation prison at this time
Survey the difference in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors (5)
When respectively less than 3mm, illustrate that there is no cracks in fill stratum (1) to be tested at this time, enter step four；Otherwise, three are entered step；
Step 3: soil layer continues to backfill: continuing to backfill loess on fill stratum to be tested (1), and by tamping apparatus to being filled out
Loess is compacted, and the fill stratum to be tested (1) after continuing backfill is obtained；Later, two are entered step；
Step 4: immersion: the water filling into fill stratum to be tested (1) using water injection equipment, until completing fill stratum (1) to be tested
Immersion process；
Step 5: load: fill stratum to be tested (1) is loaded by elder generation to rear point of multistage using the vertical loading device,
The soil deformation monitoring device is all made of after every level-one load to carry out soil deformation monitoring to fill stratum to be tested (1) and adopted
Monitoring method is all the same；
When carrying out any level load to fill stratum to be tested (1) using the vertical loading device, it is all made of described in step 1
Soil deformation monitoring device repeatedly monitors fill stratum to be tested (1) to rear by elder generation；The soil deformation monitoring device pair
The multiple monitoring method of fill stratum (1) to be tested is all the same, is divided into t2 between adjacent monitoring time twice, wherein t2=25min~
35min；
When carrying out any level load to fill stratum to be tested (1) using the vertical loading device, process is as follows:
Step 501, load: fill stratum to be tested (1) is loaded using the vertical loading device；
First time soil deformation monitors after step 502, load: using the soil deformation monitoring device to fill stratum to be tested
(1) it is monitored, obtains the soil deformation data of fill stratum (1) to be tested at this time, while will fill stratum (1) to be tested at this time
Soil deformation data synchronized upload is to upper monitoring terminal (2) and synchronous recording；
Soil deformation monitors next time after step 503, load: using the soil deformation monitoring device to fill stratum to be tested
(1) be monitored, obtain the soil deformation data of fill stratum (1) to be tested at this time, and will fill stratum (1) to be tested at this time soil
Body deformation data synchronized upload is to upper monitoring terminal (2) and synchronous recording；Meanwhile according to the displacement each in step 201
The initial displacement value of sensor (5), obtain at this time in the soil deformation monitoring device each institute's displacement sensors (5) it is tired
Count settling amount；The accumulative settling amount of each institute's displacement sensors (5) is displacement sensor (5) displacement detected at this time
Difference between value and the initial displacement value of the displacement sensor (5)；
Step 504, soil body stability are slightly sentenced: according to institute's displacement sensors each in the soil deformation monitoring device at this time
(5) accumulative settling amount judges whether fill stratum (1) to be tested is stable at this time: when the soil deformation monitoring at this time
Difference in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors (5) is equal
When less than 3mm, illustrate that fill stratum (1) to be tested is in stable state at this time, enters step 505；Otherwise, illustrate to be tested at this time
Fill stratum (1) is in instability status, completes the submerging test process of fill stratum to be tested (1)；
Judgement is completed in step 505, load: whether judgement completes whole loading procedures of fill stratum to be tested (1) at this time, works as judgement
When obtaining the whole loading procedures for completing fill stratum to be tested (1) at this time, the submerging test of fill stratum to be tested (1) is completed
Journey；Otherwise, 506 are entered step；
Step 506, next stage load: according to method described in step 501 to step 504, fill stratum to be tested (1) is carried out
Next stage load.
7. according to the method for claim 6, it is characterised in that: after completion crack of soils is slightly sentenced in step 204, also need to soil
Body crack domain of the existence is judged；
When judging the crack of soils domain of the existence, the M soil body detection zones are judged respectively；M institute
The judgment method for stating soil body detection zone is all the same；
When judging any one described soil body detection zone, according to the soil deformation monitoring device at this time in step 204
N number of lateral detection device in be located at the soil body detection zone two sides two institute's displacement sensors (5) it is accumulative heavy
Drop amount is judged: when two institute's rhemes for being located at the soil body detection zone two sides in each described lateral detection device at this time
When difference between the accumulative settling amount of displacement sensor (5) is respectively less than 3mm, it is judged as in the soil body detection zone that there is no split
Seam；Otherwise, it is judged as that the soil body detection zone is crack of soils domain of the existence；
When progress soil layer continues backfill in step 3, the crack of soils domain of the existence top judged at this moment is continued back
Loess is filled out, and filled out loess is compacted by tamping apparatus.
8. according to method described in claim 6 or 7, it is characterised in that: each detection piece further includes one to locating
The water-proof CCD camera (10) detected at position with the presence or absence of crack, the water-proof CCD camera (10) and data collector (7)
Connection；
After completion crack of soils is slightly sentenced in step 204, also need using each water-proof CCD camera in the soil deformation monitoring device
(10) video acquisition is carried out respectively, and by video information synchronous driving collected to upper monitoring terminal (2).
9. according to method described in claim 6 or 7, it is characterised in that: when being soaked in step 4, when fill stratum to be tested
(1) when head height is h0, the immersion process of fill stratum to be tested (1) is completed；Wherein, h0 is on fill stratum to be tested (1)
Height above surface to fill stratum to be tested (1) between the water surface of retained water, h0=20cm~30cm；
It is carried out in loading procedure in step 5, the head height of fill stratum (1) to be tested is h0；
When being soaked in step 4, process is as follows:
Step 401, immersion: the water filling into fill stratum to be tested (1) using water injection equipment, when the head of fill stratum to be tested (1)
When height is h0,402 are entered step；
First time soil deformation monitors after step 402, immersion: after the completion of the backfill of fill stratum (1) to be tested described in step 1, adopting
Fill stratum to be tested (1) is monitored with the soil deformation monitoring device, obtains the soil body of fill stratum (1) to be tested at this time
Deformation data, at the same will fill stratum (1) to be tested at this time soil deformation data synchronized upload to upper monitoring terminal (2) and same
Step record；
Soil deformation monitors next time after step 403, immersion: using the soil deformation monitoring device to fill stratum to be tested
(1) be monitored, obtain the soil deformation data of fill stratum (1) to be tested at this time, and will fill stratum (1) to be tested at this time soil
Body deformation data synchronized upload is to upper monitoring terminal (2) and synchronous recording；Meanwhile according to the displacement each in step 201
The initial displacement value of sensor (5), obtain at this time in the soil deformation monitoring device each institute's displacement sensors (5) it is tired
Count settling amount；The accumulative settling amount of each institute's displacement sensors (5) is displacement sensor (5) displacement detected at this time
Difference between value and the initial displacement value of the displacement sensor (5)；
Step 404, soil deformation stablize judgement: by soil deformation data obtained in step 403 and last deformation
Data compare, and each institute's displacement sensors (5) are detected in the soil deformation data obtained in the step 403
Shift value and the last deformation data in difference between displacement sensor (5) shift value detected no more than
When 0.5mm, illustrate that fill stratum (1) to be tested is in soil deformation stable state at this time, enters step 405；Otherwise, return step
403, soil deformation monitors next time after being soaked；
When the last time deformation data is that the last soil deformation monitoring device is monitored fill stratum to be tested (1)
The soil deformation data obtained；
Step 405, crack of soils are slightly sentenced: according to institute's displacement sensors (5) each in the soil deformation monitoring device at this time
Accumulative settling amount, slightly sentenced in fill stratum (1) to be tested at this time with the presence or absence of crack: when the soil deformation prison at this time
Survey the difference in each of device lateral detection device between the accumulative settling amount of two neighboring institute's displacement sensors (5)
When respectively less than 3mm, illustrate that there is no cracks in fill stratum (1) to be tested at this time, enter step five；Otherwise, 406 are entered step；
Step 406, soil layer continue to backfill: continuing to backfill loess on fill stratum to be tested (1), and by tamping apparatus to being filled out
Loess is compacted, and the fill stratum to be tested (1) after continuing backfill is obtained；And then it is banketed using water injection equipment to be tested
Water filling in layer (1) enters step 402 when the head height of fill stratum to be tested (1) is h0.
10. according to the method for claim 9, it is characterised in that: when being soaked in step 4, process is as follows: step 405
After middle completion crack of soils is slightly sentenced, also need to judge crack of soils domain of the existence；
When judging the crack of soils domain of the existence, the M soil body detection zones are judged respectively；M institute
The judgment method for stating soil body detection zone is all the same；
When judging any one described soil body detection zone, according to the soil deformation monitoring device at this time in step 405
N number of lateral detection device in be located at the soil body detection zone two sides two institute's displacement sensors (5) it is accumulative heavy
Drop amount is judged: when two institute's rhemes for being located at the soil body detection zone two sides in each described lateral detection device at this time
When difference between the accumulative settling amount of displacement sensor (5) is respectively less than 3mm, it is judged as in the soil body detection zone that there is no split
Seam；Otherwise, it is judged as that the soil body detection zone is crack of soils domain of the existence；
When progress soil layer continues backfill in step 406, the crack of soils domain of the existence top judged at this moment is continued
Loess is backfilled, and filled out loess is compacted by tamping apparatus.
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Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102087263A (en) * | 2011-01-17 | 2011-06-08 | 甘肃省电力设计院 | Method for testing loess collapsibility deformation law by using TDR (time domain reflectometry) moisture meter |
| CN102912780A (en) * | 2012-10-30 | 2013-02-06 | 西安理工大学 | Sandy soil water-immersion testing method for loess collapsible deformation |
| JP2013033002A (en) * | 2011-08-03 | 2013-02-14 | Fujita Corp | Water immersion expansion test method and water immersion expansion test device of expansive material and banking construction method |
| CN103196599A (en) * | 2013-03-19 | 2013-07-10 | 西北大学 | System and method for monitoring soil body inner stress variation of loess field under soaking condition |
| JP2016050388A (en) * | 2014-08-29 | 2016-04-11 | 株式会社奥村組 | In-situ soaking test apparatus for unsaturated soil |
| CN106400768A (en) * | 2016-09-12 | 2017-02-15 | 中铁第勘察设计院集团有限公司 | Submerging test method for collapsible loess tunnel |
| CN106436673A (en) * | 2016-07-22 | 2017-02-22 | 中铁二院工程集团有限责任公司 | Field water immersion testing method of expansive soil foundation under roadbed project |
| CN206090517U (en) * | 2016-10-08 | 2017-04-12 | 西安建筑科技大学 | Device of survey collapsibility of loess coefficient of controllable temperature |
| CN106592653A (en) * | 2016-12-27 | 2017-04-26 | 机械工业勘察设计研究院有限公司 | Soaking load test method of strip-shaped foundation model |
| CN106769762A (en) * | 2016-12-15 | 2017-05-31 | 机械工业勘察设计研究院有限公司 | A kind of method of testing of settlement by soaking soil layer wetting process |
| CN106771076A (en) * | 2016-12-30 | 2017-05-31 | 中南大学 | Ballastless track of high-speed railway Mud pumping pilot system and its test method |
| CN210368913U (en) * | 2019-06-05 | 2020-04-21 | 信息产业部电子综合勘察研究院 | Collapsible loess area test system that soaks |
-
2019
- 2019-06-05 CN CN201910487850.1A patent/CN110080195B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102087263A (en) * | 2011-01-17 | 2011-06-08 | 甘肃省电力设计院 | Method for testing loess collapsibility deformation law by using TDR (time domain reflectometry) moisture meter |
| JP2013033002A (en) * | 2011-08-03 | 2013-02-14 | Fujita Corp | Water immersion expansion test method and water immersion expansion test device of expansive material and banking construction method |
| CN102912780A (en) * | 2012-10-30 | 2013-02-06 | 西安理工大学 | Sandy soil water-immersion testing method for loess collapsible deformation |
| CN103196599A (en) * | 2013-03-19 | 2013-07-10 | 西北大学 | System and method for monitoring soil body inner stress variation of loess field under soaking condition |
| JP2016050388A (en) * | 2014-08-29 | 2016-04-11 | 株式会社奥村組 | In-situ soaking test apparatus for unsaturated soil |
| CN106436673A (en) * | 2016-07-22 | 2017-02-22 | 中铁二院工程集团有限责任公司 | Field water immersion testing method of expansive soil foundation under roadbed project |
| CN106400768A (en) * | 2016-09-12 | 2017-02-15 | 中铁第勘察设计院集团有限公司 | Submerging test method for collapsible loess tunnel |
| CN206090517U (en) * | 2016-10-08 | 2017-04-12 | 西安建筑科技大学 | Device of survey collapsibility of loess coefficient of controllable temperature |
| CN106769762A (en) * | 2016-12-15 | 2017-05-31 | 机械工业勘察设计研究院有限公司 | A kind of method of testing of settlement by soaking soil layer wetting process |
| CN106592653A (en) * | 2016-12-27 | 2017-04-26 | 机械工业勘察设计研究院有限公司 | Soaking load test method of strip-shaped foundation model |
| CN106771076A (en) * | 2016-12-30 | 2017-05-31 | 中南大学 | Ballastless track of high-speed railway Mud pumping pilot system and its test method |
| CN210368913U (en) * | 2019-06-05 | 2020-04-21 | 信息产业部电子综合勘察研究院 | Collapsible loess area test system that soaks |
Non-Patent Citations (3)
| Title |
|---|
| 李开超;高虎艳;郑建国;王庆满;姜梦林;: "西安地铁四号线南段大厚度湿陷性黄土浸水试验研究", 地下水, no. 02 * |
| 杨庆义;: "湿陷性黄土现场浸水试验研究", 水电能源科学, no. 06 * |
| 邵生俊;李骏;李国良;王新东;靳宝成;邵帅;: "大厚度湿陷性黄土隧道现场浸水试验研究", 岩土工程学报, no. 08 * |
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