CN104372783B - A kind of high sensitivity foundation pit side-wall pressure test device - Google Patents

A kind of high sensitivity foundation pit side-wall pressure test device Download PDF

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Publication number
CN104372783B
CN104372783B CN201410579038.9A CN201410579038A CN104372783B CN 104372783 B CN104372783 B CN 104372783B CN 201410579038 A CN201410579038 A CN 201410579038A CN 104372783 B CN104372783 B CN 104372783B
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China
Prior art keywords
top board
foundation pit
test device
high sensitivity
pressure test
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CN201410579038.9A
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CN104372783A (en
Inventor
王飞球
王浩
茅建校
陶天友
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Southeast University
China Railway 24th Bureau Group Co Ltd
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Southeast University
China Railway 24th Bureau Group Co Ltd
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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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/10—Miscellaneous comprising sensor means

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Soil Sciences (AREA)
  • Analytical Chemistry (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Force Measurement Appropriate To Specific Purposes (AREA)

Abstract

The invention discloses a kind of high sensitivity foundation pit side-wall pressure test device, comprise native box contact system, core pressure testing system and testing cassete, described testing cassete surrounds closed cavity by sidewall, top board and base, and native box contact system comprises PFY geotextiles and glass sand; Core pressure testing system comprises stiffness stage clip, column and cylinder lever connecting rod, miniature distance measuring sensor.Closely bonding in soil box contact system and soil excavation face to be measured, guarantees the authenticity that soil pressure is measured.Core pressure testing system utilizes stiffness stage clip and the pressure balance of the soil body to be measured at top board place to realize the measurement of soil pressure force value, can effectively avoid the native box caused because of concrete shrinkage to throw off problem.In general, this device simple structure, can realize the reliable of all kinds of engineering structures sidewall earth pressure and Measurement accuracy.

Description

A kind of high sensitivity foundation pit side-wall pressure test device
Technical field
The present invention relates to field of civil engineering, particularly a kind of high sensitivity foundation pit side-wall pressure test device.
Background technology
In geotechnical engineering field, be the mechanical mechanism of research engineering structure in the soil body, in laboratory test, test in situ and soil body long term monitoring, settle earth pressure cell to be conventional method to the soil pressure obtained between works and the soil body.Existing earth pressure cell mainly comprises strain-type and steel chord type two class, and the annular groove wherein in strain-type earth pressure cell installs annular flexible sheet, is carried out the measurement of soil pressure by the strain gage testing pasted on flexible sheet.Be subject to the factor interference such as temperature, humidity, conductor length due to resistance strain plate, strain-type earth pressure cell certainty of measurement is lower, and result reliability is poor.For steel chord type earth pressure cell, a string wire in two support stretch-draw of metallic film inner surface, utilize string wire to be out of shape and the change of natural frequency that causes to measure soil pressure.Its measuring accuracy and stability are better, but output sensitivity is lower, cannot realize the continuous measurement of soil pressure force value.
In addition, although earth pressure cell can reach higher precision in laboratory, owing to affecting the many factors of earth pressure test effect, on-the-spot earth pressure test effect is but often not as people's will.Especially when carrying out the pressure measxurement of foundation pit side-wall, even professional and technical personnel, also the easy measuring accuracy that causes because of misoperation declines the inefficacy of even earth pressure cell.
The method of installation of foundation pit side-wall earth pressure cell is mainly divided into two classes: method and pre-buried method are buried in boring underground.To bury method underground be first build bracing of foundation pit stake in boring, after in stake sidetracking hole, and utilize earth pressure cell embedding device to be buried underground by pressure cell to put in place, backfill is also tamped.Pre-buried method first earth pressure cell is fixed on stake holes sidewall, imposes corresponding safeguard measure, then concreting.Be different from boring method, pre-buried method is using the original state soil body as the soil body to be measured, and test result reliability is high, and the application in Practical Project is more extensive.
But test effect and its embedding method of pre-buried method have larger relation, the factor affecting its earth pressure test effect is probably divided into following a few class:
1) matching error: earth pressure cell imbed the primary stress field that will change in natural ground or earth structure, the stress distribution especially in pressure cell surrounding soil.Further, in box, the Rigidity Matching problem of metallic membrane and surrounding soil causes the principal element of earth pressure test error.
2) native box contact problems: earth pressure cell realizes the measurement of soil pressure by the deflection deformation that metallic membrane in box produces under pressure, but in the measurement of sidewall earth pressure, be often difficult to ensure that pressure cell contacts with the closely knit of the soil body to be measured by pressuring film plate.
3) concrete impact: in concreting process, cement mortar is very easily infiltrated and is wrapped up pressure cell diaphragm, causes the inefficacy of earth pressure cell.In addition, build-up of pressure box is also a great problem perplexing ground tester by pressuring film plate and the disengagement of the soil body thereafter by concrete shrinkage.
4) box body tilts: in installation and use procedure, the factors such as box body is just being put not, foundation uneven settlement all can cause the inclination of box body, thus affect the measurement of soil pressure size.
5) other environmental factors
Summary of the invention
The technical problem solved: for the deficiencies in the prior art, the present invention proposes a kind of high sensitivity foundation pit side-wall pressure test device, solves existing earth pressure cell and buries that difficulty is large, survival rate is low, the inaccurate reliable technical problem of foundation pit side-wall earth pressure test underground.
Technical scheme: for solving the problems of the technologies described above, the present invention by the following technical solutions:
A kind of high sensitivity foundation pit side-wall pressure test device, comprise testing cassete, described testing cassete surrounds closed cavity by sidewall, top board and base, and top board is parallel with base aligns, wherein top board and sidewall form guide rail slide block mechanism, and base is fixedly connected with sidewall; Pile up the sand drift having fine sand to be formed on top board, and sand drift outer wrap there is geotextiles; In the cavity of testing cassete, be provided with core pressure testing system, comprise equally distributed 4 miniature distance measuring sensors and 4 stiffness stage clips; Described miniature distance measuring sensor comprises emitter and receiving system, and emitter and receiving system one are positioned on top board, another is positioned on base; Described stiffness stage clip one end is fixed on top board, the other end is fixed on base.
The testing cassete pref. cylindrical of this device, can avoid stress concentration phenomenon so as far as possible; This device is imbedded in primary stress field, base position is fixed by the soil body of joints cement and surrounding, because the stiffness difference between top board and the soil body to be measured is larger, so the native box contact system that top board is consisted of sand drift disposed thereon and non-woven fabrics is for improve the plasticity of this device, realize the close contact between all kinds of soil body to be measured, ensure that the authenticity of earth pressure test; When declining along sidewall under the effect in soil pressure on top board, compression stiffness spring, until the reaction force of stiffness spring and soil pressure balance each other; Now, utilize miniature distance measuring sensor can measure the decrement of stiffness spring easily, in conjunction with stiffness spring rigidity thus calculate the active force of spring easily, and can effectively avoid the native box caused because of concrete shrinkage to throw off problem; This device is evenly provided with 4 stiffness stage clips around base central point, by the decrement of 4 diverse location place stiffness stage clips, comprehensively can obtain the average decrement of this device stiffness stage clip, make measurement more accurate; 4 miniature distance measuring sensors are generally arranged on the periphery of stiffness stage clip, and be uniformly distributed around base central point, miniature distance measuring sensor now can be utilized indirectly to measure the average decrement of stiffness stage clip, utilize the high sensitivity that the high sensitivity of distance measuring sensor distance measurement is measured to realize soil pressure; In addition, the two micrometer types around central point distribution are formed a pair apart from sensor, the difference of the distance measured by it and the distance between two points that presets can record the inclination angle between this direction top board and base, 4 miniature distance measuring sensors of this device can form can form around base central point two right, level and the vertical component of top board that soil disturbance causes and base angle can be recorded like this, thus realize the auto-compensation at angle of inclination.
Further, in the present invention, the guiding device of the non-central location being positioned at testing cassete is also comprised in described core test macro, described guiding device comprises cylinder lever connecting rod and column, cylinder lever connecting rod and one, column are fixed on top board, another is fixed on base, and cylinder lever connecting rod and column form guide rail slide block mechanism.Along with the change of the spacing of top board and base, cylinder lever connecting rod slides on column, guide top board to slide, and column is positioned at non-central location, can prevent top board to twist in sliding process motion.
Further, in the present invention, described geotextiles is PFY geotextiles.This cloth not only has good mechanical property, also have good in length and breadth to drainage performance and good extension property and higher resistance to biology, acid and alkali-resistance, the chemical stability such as ageing-resistant, meanwhile, also there is wider pore diameter range, tortuous distribution of pores, excellent permeance property and strainability.This provides safeguard to contact good between this device and the soil body to be measured.
Further, in the present invention, the bottom surface of base is provided with groove.As 3 columniform grooves can be arranged equably, like this can enlarge active surface cement is embedded in base when base position joints cement, make fixing reliable.
Further, in the present invention, described stiffness stage clip is stainless steel stage clip; Described cylinder lever connecting rod is stainless steel stock.
Further, in the present invention, described column, top board, sidewall and base are for being carbon fiber product.Carbon fiber product generally all has larger rigidity, guarantees application life and the measuring accuracy of this device.
Further, in the present invention, the inner side of sidewall is provided with lubrication oil.The frictional force between top board and sidewall can be reduced so as far as possible, ensure the measuring accuracy of soil pressure.
Further, in the present invention, described column center is provided with hole slot, described hole slot and cylinder lever connecting rod adaptation.Cylinder lever connecting rod moves in hole slot, and hole slot has guide effect.
Further, in the present invention, the contact position of described hole slot and cylinder lever connecting rod is provided with lubrication oil.Stainless cylinder lever connecting rod is equipped with lubrication oil can reduce frictional force between cylinder lever connecting rod and column further, guarantees measuring accuracy.
Beneficial effect:
Apparatus of the present invention develop a set of brand-new earth pressure test method, can realize the effective measurement to foundation ditch, basis and all kinds of prose style free from parallelism storing bin lateral wall pressure.
The plasticity of its native box contact system excellence and water permeability can ensure closely bonding of this pressure test device and all kinds of soil excavation face, thus guarantee the authenticity that soil pressure is measured; The core pressure testing system of this device utilizes stiffness stage clip and the pressure balance of the soil body to be measured at top board place to realize the measurement of soil pressure force value, can effectively avoid the native box caused because of concrete shrinkage to throw off problem; In addition, the miniature distance measuring sensor of four couples be placed on top board and base can record level and the vertical component of top board that soil disturbance causes and base angle, thus realizes the auto-compensation at angle of slope.
In general, this pressure test device simple structure, easy to use, result accurately and reliably, highly sensitive, the long-term real-time inspection and control that can be works sidewall earth pressure provides technical support, has important realistic meaning to the foundation promoting underground structure safety evaluation system.Measure increasingly important today in soil pressure, this high sensitivity foundation pit side-wall pressure test device provides convenient inherently to vast ground staff, has future in engineering applications widely.
Accompanying drawing explanation
Fig. 1 is the unitary construction elevation of foundation pit side-wall pressure test device of the present invention;
Fig. 2 is the unitary construction left view of foundation pit side-wall pressure test device of the present invention;
Fig. 3 is the I-I sectional drawing of the unitary construction elevation of foundation pit side-wall pressure test device of the present invention;
Fig. 4 is the top view of foundation pit side-wall pressure test device of the present invention;
Fig. 5 is the base bottom surface schematic diagram of foundation pit side-wall pressure test device of the present invention;
Fig. 6 is the stiffness stage clip schematic diagram of foundation pit side-wall pressure test device of the present invention;
Fig. 7 is the column schematic cross-section of foundation pit side-wall pressure test device of the present invention.
Have in figure: glass sand 1; PFY geotextiles 2; Emitter 3; Receiving system 4; Stiffness stage clip 5; Column 6; Cylinder lever connecting rod 7; Top board 8; Sidewall 9; Base 10.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is further described.
As illustrated in fig. 1 and 2, high sensitivity foundation pit side-wall pressure test device of the present invention comprises native box contact system, core pressure testing system and testing cassete; Wherein, testing cassete surrounds closed cavity by sidewall 9, top board 8 and base 10, and top board 8 is parallel with base 10 aligns; As shown in Figure 4, native box contact system is arranged on top board 8, comprising: glass sand 1 and the PFY geotextiles 2 being wrapped in its outside; Core pressure testing system is arranged on testing cassete inside, comprise: 4 groups of miniature distance measuring sensors, 4 stiffness stage clips, 5,4 columns 6, wherein often organize miniature distance measuring sensor and be equipped with supporting emitter 3 and receiving system 4, supporting 2 cylinder lever connecting rods 7 of each column 6; As shown in Figures 2 and 3, in figure, stiffness stage clip 5 and cylinder lever connecting rod 7 adopt stainless steel to concrete arrangement, and column 6, top board 8, sidewall 9 and base 10 all adopt carbon fibre materials.
Wherein, base 10 is the assembly platform of whole device, emitter 3, stiffness stage clip 5 and column 6 is fixed in the reserved hole slot of end face on base 10, utilizes epoxy bond and fixes.Meanwhile, cylinder lever connecting rod 7 and receiving system 4 are fixed in the reserved hole slot of top board 8 bottom surface, utilize epoxy bond and fix.Then top board 8 and base 10 are aligned, cylinder lever connecting rod 7 is inserted in hole slot corresponding to column 6 top, take advantage of a situation in the reserved hole slot the top of stiffness stage clip 5 being smoothed out with the fingers and embeds top board 8 bottom surface, utilize epoxy bond and fix, stiffness stage clip 5 is relaxed to zero pressure state, and overlap upper side wall 9, with epoxy resin by sidewall 9 and base 10 secure bond.Finally at top board 8 end face paving glass sand 1, and wrap up by PFY geotextiles 2 and seal, requiring that encapsulation is firmly closely knit.For reducing the measure error of this device, improving its certainty of measurement, at lubrication oil such as this device each connecting portion oiling vaseline, rubbing in order to reduce in device.Finally this device is placed into test position, fixes at the bottom concreting of base 10.
Below operating principle of the present invention is described in further detail:
Initial time, in Fig. 3,4 stiffness stage clips 5 of a, b, c, d tetra-positions are all in zero pressure state, and length is respectively L 10, L 20, L 30, L 40, the distance between 4 miniature distance measuring sensor emitters 3 of e, f, g, h tetra-positions and receiving system 4 is respectively l 10, l 20, l 30, l 40.And the distance knowing between e position and g position is the distance between m, f position and h position is n, and the compression stiffness of every root stiffness stage clip 5 is K 0, the bearing area of top board 8 is A.
When carrying out foundation pit side-wall pressure measxurement, when soil pressure size is p, the length of 4 stiffness stage clips 5 of a, b, c, d tetra-positions is respectively L 1, L 2, L 3, L 4, the distance between the emitter 3 of 4 miniature distance measuring sensors of e, f, g, h tetra-positions and receiving system 4 is respectively l 1, l 2, l 3, l 4.
Because top board 8 and base 10 rigidity are comparatively large, therefore the length of stiffness stage clip 5 and the distance between emitter 3 and receiving system 4 meet following relational expression:
L 1+L 3＝l 1+l 3(1)
L 2+L 4＝l 2+l 4(2)
Compared with initial time, the contracted length of 4 stiffness stage clips 5 of a, b, c, d tetra-positions is respectively L 10-L 1, L 20-L 2, L 30-L 3, L 40-L 4, the contract by distance of the distance between the emitter 3 of 4 miniature distance measuring sensors of e, f, g, h tetra-positions and receiving system 4 is respectively l 10-l 1, l 20-l 2, l 30-l 3, l 40-l 4.
Can be known by inference by formula (1), (2):
(L 10-L 1)+(L 30-L 3)＝(l 10-l 1)+(l 30-l 3)(3)
(L 20-L 2)+(L 40-L 4)＝(l 20-l 2)+(l 40-l 4)(4)
This group equilibrium conditions of bounce being equaled stiffness stage clip by testing cassete top soil pressure force value can push away to obtain equilibrium equation further:
pAcosαcosβ＝K 0[L 10-L 1)＋(L 20-L 2)＋(L 30-L 3)＋(L 40-L 4)]
(5)
Soil pressure equally due to diverse location is different, and the length causing the cylinder lever connecting rod of diverse location to stretch in column is different, and top board therefore can be caused to tilt, and in formula, a is the horizontal component of top board 8 and plane included angle, base 10 place; B is the vertical component of top board 8 and plane included angle, base 10 place; Two of e and g position miniature distance measuring sensors are set to one group, two of f and h position miniature distance measuring sensors are set to one group, therefore have:
c o s α ≈ | l 3 - l 1 | m c o s β ≈ | l 4 - l 2 | n
Convolution (3) and (4), surveying soil pressure is:
p = K 0 ( l 0 - Σ i = 1 4 l i ) A cos α c o s β - - - ( 8 )
(8) in formula: l 0=l 10+ l 20+ l 30+ l 40(9)
The above is only the preferred embodiment of the present invention; be noted that for those skilled in the art; under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.

Claims (9)

1. a high sensitivity foundation pit side-wall pressure test device, it is characterized in that: comprise testing cassete, described testing cassete surrounds closed cavity by sidewall, top board and base, and top board is parallel with base aligns, wherein top board and sidewall form guide rail slide block mechanism, and base is fixedly connected with sidewall; Pile up the sand drift having fine sand to be formed on top board, and sand drift outer wrap there is geotextiles; In the cavity of testing cassete, be provided with core pressure testing system, comprise equally distributed 4 miniature distance measuring sensors and 4 stiffness stage clips; Described miniature distance measuring sensor comprises emitter and receiving system, and emitter and receiving system one are positioned on top board, another is positioned on base; Described stiffness stage clip one end is fixed on top board, the other end is fixed on base.
2. high sensitivity foundation pit side-wall pressure test device according to claim 1, it is characterized in that: the guiding device also comprising the non-central location being positioned at testing cassete in described core test macro, described guiding device comprises cylinder lever connecting rod and column, cylinder lever connecting rod and one, column are fixed on top board, another is fixed on base, and cylinder lever connecting rod and column form guide rail slide block mechanism.
3. high sensitivity foundation pit side-wall pressure test device according to claim 1, is characterized in that: described geotextiles is PFY geotextiles.
4. high sensitivity foundation pit side-wall pressure test device according to claim 1, is characterized in that: the bottom surface of base is provided with groove.
5. high sensitivity foundation pit side-wall pressure test device according to claim 2, is characterized in that: described stiffness stage clip is stainless steel stage clip; Described cylinder lever connecting rod is stainless steel stock.
6. high sensitivity foundation pit side-wall pressure test device according to claim 2, is characterized in that: described column, top board, sidewall and base are carbon fiber product.
7. high sensitivity foundation pit side-wall pressure test device according to claim 1, is characterized in that: the inner side of sidewall is provided with lubrication oil.
8. high sensitivity foundation pit side-wall pressure test device according to claim 2, is characterized in that: described column center is provided with hole slot, described hole slot and cylinder lever connecting rod adaptation.
9. high sensitivity foundation pit side-wall pressure test device according to claim 8, is characterized in that: the contact position of described hole slot and cylinder lever connecting rod is provided with lubrication oil.
CN201410579038.9A 2014-10-24 2014-10-24 A kind of high sensitivity foundation pit side-wall pressure test device Expired - Fee Related CN104372783B (en)

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CN106706029B (en) * 2016-11-14 2020-08-21 中铁二十四局集团有限公司 Soil body performance monitoring device for underground structure construction and working method thereof
CN106840472B (en) * 2017-01-12 2019-08-13 东南大学 A kind of high-precision three-dimensional soil pressure testing device and its range adjust system
CN109781310B (en) * 2019-03-07 2023-11-24 重庆科技学院 Soil pressure testing device and testing method
CN110016904B (en) * 2019-05-29 2023-11-28 成都理工大学 Protection fixing device for rock-soil body pressure test pressure box
CN110221042A (en) * 2019-06-27 2019-09-10 合肥工业大学 A kind of device of simulating excavation stress field and Analysis of Ground-water Seepage Field coupling effect
CN110820712B (en) * 2019-11-18 2020-12-11 中国水利水电科学研究院 Soil pressure gauge using variable-rigidity supporting rod
CN112326076A (en) * 2020-11-04 2021-02-05 重庆大学 Pressure sensor and installation mechanism thereof
CN113186993B (en) * 2021-03-16 2023-04-07 上海工程技术大学 Test device and method for researching deformation of raw water pipeline and soil body under uneven foundation
CN113221418B (en) * 2021-05-15 2024-04-12 北京中兵岩土工程有限公司 Modified Tschebotarioff soil pressure model

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* Cited by examiner, † Cited by third party
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JPH0328410A (en) * 1989-06-24 1991-02-06 Nippon Concrete Ind Co Ltd Estimation of support layer for pile in pile embedding
CN100595394C (en) * 2008-08-14 2010-03-24 上海交通大学 Method and device for burying a lateral soil pressure sensor in soil body
CN201265164Y (en) * 2008-09-28 2009-07-01 浙江大学 Base pit engineering seepage failure model test apparatus
CN201901865U (en) * 2010-12-17 2011-07-20 上海市电力公司 Water and soil pressure testing device for soft soil foundation pits
CN203759859U (en) * 2014-03-31 2014-08-06 中铁西北科学研究院有限公司深圳南方分院 Deep foundation pit deformation wireless test device and deep foundation pit deformation test system

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