CN205636706U - Normal position soil pressure test device - Google Patents
Normal position soil pressure test device Download PDFInfo
- Publication number
- CN205636706U CN205636706U CN201620390339.1U CN201620390339U CN205636706U CN 205636706 U CN205636706 U CN 205636706U CN 201620390339 U CN201620390339 U CN 201620390339U CN 205636706 U CN205636706 U CN 205636706U
- Authority
- CN
- China
- Prior art keywords
- soil pressure
- pressure cell
- soil
- beam column
- steel beam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000002689 soil Substances 0.000 title claims abstract description 84
- 238000012360 testing method Methods 0.000 title claims abstract description 26
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 50
- 239000010959 steel Substances 0.000 claims abstract description 50
- 238000011065 in-situ storage Methods 0.000 claims description 10
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 230000003044 adaptive effect Effects 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 9
- 230000003068 static effect Effects 0.000 abstract description 8
- 238000013461 design Methods 0.000 abstract description 4
- 230000000694 effects Effects 0.000 abstract description 4
- 230000006978 adaptation Effects 0.000 abstract 1
- 238000010030 laminating Methods 0.000 abstract 1
- 210000004027 cell Anatomy 0.000 description 44
- 230000008859 change Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000004083 survival effect Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000002596 correlated effect Effects 0.000 description 1
- 230000000875 corresponding effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000000994 depressogenic effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 238000002372 labelling Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000012502 risk assessment Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model relates to an engineering dewatering field and geotechnical engineering test field especially relate to a normal position soil pressure test device, its characterized in that: the device includes two steel members, two the steel member passes through the batten plate and connects the fixed an organic whole that forms, two be provided with the support between the steel member, the support is fixed at one of them on the steel member, the interior profile shape of support, size and soil pressure cell's the identical adaptation of outline size shape. The utility model has the advantages that: adopt fixing device to guarantee soil pressure cell position and test orientation, next -door neighbour's test architecture is pressed to design depth by the protection mounting bracket that the static pressure will have soil pressure cell, the in -process soil body of the impressing soil pressure cell biao mian of closely laminating under the side pressure effect, and the technique is not only guaranteed the normal position mechanics property of soil body medium to obtain reliable test data, but also applicable in not unidimensional soil pressure cell by adjustment protection mounting bracket, and the design is in a flexible way.
Description
Technical field
This utility model relates to engineering dewatering field and Geotechnical Engineering field tests, particularly relates to a kind of in-situ soil pressure test device.
Background technology
During Urban Underground Space Excavation, excavation of foundation pit causes undisturbed soil stress state outside foundation ditch to change, break structure stress balance, dangerous situation is once occurred to will result in surrounding building damage and the safe handling of various pipeline, the soil pressure change of supporting construction different depth is Construction Project Risk assessment and the important monitoring project controlled, and general employing soil pressure cell is directly measured.
Existing earth pressure test method generally uses the most pre-buried mode or preexisting hole mode; soil pressure cell is connected with structure reinforcing bars by pre-buried mode by modes such as colligation, welding or dossals in advance; to be fixed in concrete structural surface; but use such method soil pressure cell " survival rate " low; formwork hoisting, concreting and the work progress such as vibrate all are likely to cause soil pressure cell and offset from original installation site, and concreting may cause soil pressure cell to be embedded in concrete cover directly forfeiture effect；Preexisting hole mode is that next-door neighbour's test structure is holed to the above 0.5m-1.0m of projected depth, put into the installing rack of band soil pressure cell, connect installing rack piecemeal, then by installing rack, soil pressure cell is delivered to designed elevation, backfill sealing of hole, although this type of method ensure that installation site and " survival rate " of soil pressure cell, but there is also certain shortcoming: one is pore-forming disturbance surrounding soil, backfill yellow ground or slip casting all change test soil body character, cause data distortion；Two is in backfilling process it cannot be guaranteed that the soil body fits tightly with soil pressure cell surface, and test value is inaccurate；Three be soil pressure cell be round pie structure, need to ensure that soil pressure cell surface is vertical with measurement direction, be fixed on installing rack, during burying underground, be difficult to ensure that the soil pressure cell front face soil body, it is thus achieved that not real soil pressure force value.
Prior art proposes Z-shaped or u-shaped cross section metal sheet pile side direction soil monitoring method (Chinese patent 201410325244.7); the type vibration wire total earth pressure meter of this Conventional; along steel sheet pile depth direction at the aperture needing the position cut lengths size of monitoring to approximate with strain gauge size; earth pressure gauge is arranged on steel sheet pile inside and keeps its surface consistent with steel sheet pile surface; use protection steel disc to be fixed on above steel sheet pile by earth pressure gauge, protection wire and the triangle channel-section steel of sensor are installed and carry out water-proofing treatment.This technology changes traditional pre-buried or preexisting hole mode, use static pressure mode that prefabricated components are imbedded test position, reduce soil disturbance as far as possible, but there is obvious limitation, steel sheet pile is smaller in size than conventional soil pressure cell thickness, this technology needs to transform various sizes of soil pressure cell according to steel sheet pile change in size, and improved equipment dependability is not enough to ensure.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art, provide in-situ soil pressure test device, position and the measurement direction of soil pressure cell is guaranteed by the cooperation of steel beam column and support, make the soil body fit tightly soil pressure cell surface under side pressure effect in steel beam column upper shed simultaneously, ensure the in-situ mechanical character of soil medium, it is thus achieved that test data reliably.
This utility model purpose realizes being completed by techniques below scheme:
A kind of in-situ soil pressure test device, for fixing soil pressure cell, it is characterized in that: described device includes two steel beam column, two described steel beam column connect fixing formation one by batten plate, it is provided with support between two described steel beam column, described support is fixed therein on a described steel beam column, and the Internal periphery shape of described support, size are coincide adaptive with the outer profile size shape of described soil pressure cell.
Offer opening on the surface of a described steel beam column, described opening to offer position corresponding with the position of described support.
It is fixedly installed head plate below two described steel beam column.
The utility model has the advantages that: 1, the soil pressure cell to various sizes has universality, change protection formula installing rack and be prone to transform soil pressure cell, do not affect soil pressure cell testing reliability；2, use static pressure mode to bury soil pressure cell underground, not only reduce soil disturbance, and avoid the operations such as boring, backfill, save the duration；3, during static pressure, the soil body will fit tightly with soil pressure cell surface under self side pressure effect, it is ensured that the accuracy of test data, it is not necessary to backfill yellow ground or carry out slip casting, be conducive to keeping soil in-situ Mechanical Characters of Composite Ground；4, ensureing that soil pressure cell installation site is constant by protection formula installing rack and fixing device, soil pressure cell surface is vertical with measurement direction；5, pre-control equipment, simplifies construction process, improves construction convenience.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model；
Fig. 2 is the profile of A-A in Fig. 1；
Fig. 3 is the profile of B-B in Fig. 1.
Detailed description of the invention
This utility model feature and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, in order to the understanding of technical staff of the same trade:
As Figure 1-3, in figure, labelling 1-7 is expressed as: steel beam column 1, batten plate 2, head plate 3, soil pressure cell 4, opening 5, support 6, wire 7.
Embodiment: as shown in Figure 1, Figure 2 and Figure 3, in-situ soil pressure test device in the present embodiment includes two steel beam column 1, leaving certain space between steel beam column 1 for fixing soil pressure cell 4, between horizontal clearance, the soil body is difficult to from laterally clamp-oning, it is to avoid soil pressure cell 4 changing of the relative positions.The web of steel beam column 1 is parallel with the surface of soil pressure cell 4, web width is determined by the size of soil pressure cell 4, at the fitting depth of soil pressure cell 4, steel beam column 1 surface offers opening 5, the surface area being slightly larger in dimension than soil pressure cell 4 of opening 5 so that during static pressure, the soil body can be compacted on the surface of soil pressure cell 4.
Batten plate 2 is used for connecting steel beam column 1, makes two steel beam column 1 connect fixing formation integrally, thus protects soil pressure cell 4.Batten plate 2 is mutually perpendicular to steel beam column 1, and batten plate 2 keeps certain vertical spacing to be arranged on the vertical direction of steel beam column 1, so that the soil body is applied certain iris action.
As depicted in figs. 1 and 2, head plate 3 is positioned at the bottom of two steel beam column 1, also make two steel beam column 1 connect fixing formation one for closing steel beam column 1 simultaneously, thus preventing the soil body upwardly soil pressure cell 4 during static pressure from making it shift or losing efficacy, the cross-sectional sizes of the integrative-structure that the size of head plate 3 is combined by steel beam column 1 is determined.Head plate 3 lower end can use wedge shape or taper so that device entirety can be pressed into the soil body easily, reduces hydrostatic resistance.
Such as Fig. 3, one end of two supports 6 is separately fixed on the web inner surface of a steel beam column 1 as fixing end, and the other end of two supports 6 cooperates and clamps soil pressure cell 4 for fixing.Spacing between the length of support 6 and two supports 6 is respectively slightly larger than width and the length of soil pressure cell 4, thus ensures that soil pressure cell 4 can be securedly mounted between two supports 6.
As depicted in figs. 1 and 2, the wire 7 of soil pressure cell 4 is through the space two steel beam column 1 until ground, and two steel beam column 1 are to 7 protective actions of wire, it is to avoid rupture in static pressure and test process.
The present embodiment comprises the steps: when specifically used
1) according to the size prefabricated test device of soil pressure cell 4, test device is made up of steel beam column 1, batten plate 2 and hush panel 3, and the pattern length of steel beam column 1 and hush panel 3 is equal to projected depth.
2) using support 6 to be fixed at design attitude by soil pressure cell 4, the surface of soil pressure cell 4, just to the soil body, i.e. keeps vertical with measurement direction.
3) next-door neighbour's test structure, uses static pressure mode that the device entirety with soil pressure cell 4 is depressed into projected depth.
4) wire 7 is drawn by the space between two steel beam column 1, connects data collecting instrument on ground.
The present embodiment is in the specific implementation: steel beam column 1 can be channel-section steel or I-steel, and when using both steel, the notch of two steel beam column 1 is the most outwardly so that device entirety can be pressed into the soil body more easily.
Although design and the embodiment of this utility model purpose is elaborated by above example referring to the drawings, but those of ordinary skill in the art will be consequently realised that, under the precondition limiting scope without departing from claim, still this utility model can be made various modifications and variations, such as: what soil pressure cell 4 was concrete arranges position and its structure；The size etc. of opening 5, therefore repeat the most one by one at this.
Claims (3)
1. an in-situ soil pressure test device, for fixing soil pressure cell, it is characterized in that: described device includes two steel beam column, two described steel beam column connect fixing formation one by batten plate, it is provided with support between two described steel beam column, described support is fixed therein on a described steel beam column, and the Internal periphery shape of described support, size are coincide adaptive with the outer profile size shape of described soil pressure cell.
A kind of in-situ soil pressure test device the most according to claim 1, it is characterised in that: offer opening on the surface of a described steel beam column, described opening to offer position corresponding with the position of described support.
A kind of in-situ soil pressure test device the most according to claim 1, it is characterised in that: it is fixedly installed head plate below two described steel beam column.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620390339.1U CN205636706U (en) | 2016-05-04 | 2016-05-04 | Normal position soil pressure test device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620390339.1U CN205636706U (en) | 2016-05-04 | 2016-05-04 | Normal position soil pressure test device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205636706U true CN205636706U (en) | 2016-10-12 |
Family
ID=57048845
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620390339.1U Active CN205636706U (en) | 2016-05-04 | 2016-05-04 | Normal position soil pressure test device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205636706U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108468320A (en) * | 2018-05-28 | 2018-08-31 | 南京信息工程大学 | A kind of device and method measuring natural gas line surrounding soil pressure using vibratory stress gauge |
| CN109083119A (en) * | 2018-09-26 | 2018-12-25 | 上海地矿工程勘察有限公司 | Soil pressure cell inbuilt device and method for embedding suitable for soft clay area |
| CN109781310A (en) * | 2019-03-07 | 2019-05-21 | 重庆科技学院 | Earth pressure testing device and testing method |
| CN110206005A (en) * | 2019-06-18 | 2019-09-06 | 中冶集团武汉勘察研究院有限公司 | For the earth pressure gauge transverse direction embedded device and method in structured clays |
| CN111021329B (en) * | 2019-12-31 | 2021-05-11 | 深圳宏业基岩土科技股份有限公司 | Deep soil pressure box installation method |
| CN115387411A (en) * | 2022-09-30 | 2022-11-25 | 吉林建筑大学 | A spliceable embedding device suitable for fixing earth pressure cells |
-
2016
- 2016-05-04 CN CN201620390339.1U patent/CN205636706U/en active Active
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108468320A (en) * | 2018-05-28 | 2018-08-31 | 南京信息工程大学 | A kind of device and method measuring natural gas line surrounding soil pressure using vibratory stress gauge |
| CN109083119A (en) * | 2018-09-26 | 2018-12-25 | 上海地矿工程勘察有限公司 | Soil pressure cell inbuilt device and method for embedding suitable for soft clay area |
| CN109781310A (en) * | 2019-03-07 | 2019-05-21 | 重庆科技学院 | Earth pressure testing device and testing method |
| CN109781310B (en) * | 2019-03-07 | 2023-11-24 | 重庆科技学院 | Earth pressure testing device and testing method |
| CN110206005A (en) * | 2019-06-18 | 2019-09-06 | 中冶集团武汉勘察研究院有限公司 | For the earth pressure gauge transverse direction embedded device and method in structured clays |
| CN110206005B (en) * | 2019-06-18 | 2024-03-26 | 中冶集团武汉勘察研究院有限公司 | Soil pressure gauge transverse burying device and method for structural clay |
| CN111021329B (en) * | 2019-12-31 | 2021-05-11 | 深圳宏业基岩土科技股份有限公司 | Deep soil pressure box installation method |
| CN115387411A (en) * | 2022-09-30 | 2022-11-25 | 吉林建筑大学 | A spliceable embedding device suitable for fixing earth pressure cells |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN205636706U (en) | Normal position soil pressure test device | |
| CN101487249B (en) | Embedding apparatus and method for earth pressure box | |
| CN103243747B (en) | Deviation rectifying method of prestressed concrete pipe pile foundation | |
| CN103278376B (en) | Test device of stability control model of earth pressure balance shield excavation surface | |
| CN110258658B (en) | Construction method for pre-judging and treating leakage of underground diaphragm wall | |
| CN104989411B (en) | Device and method for judging saturated sandy soil liquefaction around segments caused by shield construction | |
| JP2012219487A (en) | Settlement measuring apparatus, method of construction for improving weak foundation using the same, method of grasping dynamic state of foundation to prepare banking structure thereon and method of grasping dynamic state of foundation to bury underground installation therein | |
| CN203132854U (en) | Test device used for simulating stratum deformation triggered by subway shield tunnel construction | |
| JP5473760B2 (en) | Pore water pressure measuring device, soft ground improvement method using it, ground dynamics grasping method for underground buried objects, and ground dynamics grasping method for embankment structures | |
| CN106638729B (en) | A kind of Novel steel sheet pile inclinometer pipe protection device for installing | |
| KR20070101638A (en) | Method for measuring tip bearing force and principal friction of home pile | |
| CN107386274A (en) | Wear the compound isolation pile and its reinforced construction method of bridge pier in tunnel side | |
| CN104131544A (en) | Cast-in-place reinforced concrete underground structure lateral soil pressure test device and method | |
| CN110411646A (en) | Formation pore hydraulic pressure force test device, production method and its application method after a kind of shield tunnel wall | |
| CN103741605B (en) | Suppressing beam body produces crack and suppresses the method that beam cracks expands | |
| CN104988884B (en) | Mounting method of void deformation monitoring device for face plate rock-fill dam | |
| CN202916109U (en) | Multifunctional experimental device for simulating pipe-clay effect | |
| CN102561406A (en) | Construction method for controlling back soil body deformation of open caisson | |
| KR20090003672A (en) | Tunnel lining co-occurrence monitoring device | |
| CN207452602U (en) | Both wired temperature pier structure of existing railway roadbed is worn under a kind of | |
| CN105220719A (en) | Deep Thick Soft Ground Area bridge struction pile method for correcting error | |
| CN101319894A (en) | Test method for ground subsidence caused by excavation of underground space | |
| CN204662373U (en) | A deformation monitoring devices that comes to nothing for panel rock-fill dam | |
| CN110258580B (en) | Construction method of foundation pit enclosure structure serving as permanent underground structure | |
| CN205404013U (en) | Soil pressure cell buries device underground |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: 200032 18, building 681, Xiao Mu Qiao Road, Xuhui District, Shanghai. Patentee after: Shanghai Survey, Design and Research Institute (Group) Co.,Ltd. Country or region after: China Address before: 200032 18, building 681, Xiao Mu Qiao Road, Xuhui District, Shanghai. Patentee before: SHANGHAI GEOTECHNICAL INVESTIGATIONS & DESIGN INSTITUTE Co.,Ltd. Country or region before: China |